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Reinforced  Concrete  in  Europe 


BY 


ALBERT  LADD  COLBY 


PUBLISHED  BY 
THE  CHEMICAL  PUBLISHING  CO. 
EASTON,  PA. 


LONDON   AGENTS : 
WILLIAMS  &  NORGATE 

14  HENRIETTA  STREET,  COVENT  GARDEN,  W.  C. 


t  •  t  •      c  c 


Reinforced  Concrete  in  Europe 


INCLUDING 


ITS  APPLICATIONS,  ECONOMIES,  AND  ENDURANCE  ;  THE  SYS- 
TEMS, THE  FORMS  OF  BARS  AND  THE  METAL  USED 
IN  ENGLAND  AND  ON  THE  CONTINENT, 


TOGETHER  WITH  THE  PRINCIPAL 


SPECIFICATIONS  FOR  THE  CEMENT,  AND  THE  CONCRETE  USED, 
AND  THE  RULES  GOVERNING  FOREIGN  REIN- 
FORCED CONCRETE  CONSTRUCTION, 


TO  WHICH  IS  ADDED 


A  LIST  AND  DESCRIPTION  OF  THE  FOREIGN  OFFICIAL  AND 
TECHNICAL  INSTITUTIONS  WHICH  HAVE  STUDIED  RE- 
INFORCED CONCRETE  CONSTRUCTION  AND  AB- 
STRACTS OF  THEIR  RECOMMENDATIONS 


AND  FINAU,Y  A  COMPLETE 


BIBLIOGRAPHY  OF  BOOKS  AND  PERIODICALS  ON  REINFORCED 
CONCRETE,  CONCRETE  AND  CEMENT 


BY 


ALBERT  LADD  COLBY 


MEMBER 

American  Society  of  Civil  Engineers,  American  Society  of  Mechanical 
Engineers,  International  Association  and  American  Society  for 
Testing  Materials,  Iron  and  Steel  Institute,  American 
Institute  of  Mining  Engineers,  Etc. 

South  Bethlehem,  Penna. 
July,  1909. 


Copyright,  1909, 

BY 

Albert  Udd  Colby. 


PREFACE. 


A  private  edition  of  fifty  copies  of  this  Report  was  printed  last 
May  for  distribution  to  the  Subscribers. 

In  response  to  numerous  requests,  permission  has  been  given 
to  the  Printer  to  reprint  the  Report  for  sale  by  him  as  a  Book. 

The  Report  is  a  compilation  of  information,  on  current  practice 
in  Reinforced  Concrete  Construction  in  Great  Britain  and  on  the 
Continent,  collected  during  1908,  chiefly  by  personal  interviews, 
with  the  leading  authorities  in  each  Country. 

The  theoretical  branches  of  the  subject,  including  the  rules  for 
calculation,  are  but  briefly  referred  to,  because  elaborate  Treatises 
in  English,  French  and  German,  recently  published,  deal  with  the 
latest  practice  of  each  country  in  these  matters. 

The  practical  branches  of  the  subject,  on  which  the  Subscribers 
desired  information,  are  fully  treated,  including  the  economy  and 
proof  of  the  endurance  of  foreign  Reinforced  Concrete  Construc- 
tion, the  Systems  used  Abroad,  the  specifications  for  the  cement 
used,  the  ingredients  and  the  mixing  of  the  concrete,  and  the 
rules  governing  construction ;  much  space  is  devoted  to  the  kind 
of  steel  and  the  forms  of  bars  at  present  in  vogue  Abroad,  as 
the  writer  was  requested  to  give  particular  attention  to  these  two 
subjects. 

The  addresses  of  prominent  consulting  and  contracting  engi- 
neers of  each  country,  are  given,  to  enable  the  reader  to  obtain 
further  information,  if  desired. 

In  Appendix  No.  3,  the  addresses  are  given  of  the  official  and 
technical  testing  Stations,  Congresses,  Institutions,  Associations 
and  Committees  of  each  Country,  which  are  giving  particular 
attention  to  this  subject  and  from  whom  additional  information 
can  be  obtained. 

Besides  the  discussion  in  the  body  of  the  Report,  of  the  forms 
of  bars  used  in  the  Systems  of  each  Country,  an  alphabetical  list 
of  144  Foreign  Systems,  is  given  in  Appendix  No.  1,  with  a 


-SO©  3^ 


iv 


PREFACE 


concise  description  of  the  special  feature  and  the  address  of  the 
inventor  or  owner  of  each  System. 

In  Appendix  No.  2,  a  comparison  of  the  requirements  of  14 
foreign  Cement  Specifications  is  given. 

A  complete  Bibliography  of  the  Books,  Journals,  and  Periodi- 
cals of  each  Country  will  be  found  in  Appendix  No.  4,  with  the 
price  and  the  date  of  publication. 

As  the  information  contained  in  this  Report  was  obtained  from 
many  sources,  any,  in  fact,  which  were  proved  by  inquiry  or 
known  to  be  reliable,  only  a  general  acknowledgment  can  here 
be  made  of  the  writer's  indebtedness;  in  the  text  of  the  Report 
and  Appendixes,  reference  is  given  to  the  source  of  information 
in  most  cases. 

The  writer  visited  England,  France,  Germany,  Austria,  Hun- 
gary, Switzerland  and  Italy,  and  desires  to  here  record  his  appre- 
ciation of  the  courteous  attention  to  his  inquiries,  accorded  to  him 
in  each  Country. 

ALBERT  LADD  COLBY. 
South  Bethlehem.  Pa.,  July,  1909. 


TABLE  OF  CONTENTS. 


PAGE 

APPLICATIONS  OF  REINFORCED  CONCRETE, 

in  Great  Britain  and  on  the  Continent    I 

ECONOMIES  OF  REINFORCED  CONCRETE  CONSTRUCTION. 

1.  Foreign  Opinions  as  to  the  Actual  Saving  in  cost  of 

Erection    2 

2.  Foreign  Opinions  as  to  the  Economic  Factors,  besides 

the  first  cost    2 

ENDURANCE  OF  FOREIGN  REINFORCED  CONCRETE 
CONSTRUCTION. 

X.  Resistance  to<  Atmospheric  Changes    4.  6 

2.  Resistance  to  Fire    4,  7 

3.  Resistance  to  Sea  Water    4,  10 

4.  Resistance  to  Abrasion    4,  10 

5.  Resistance  to  Vibration    4,  10 

6.  Resistance  to  Shock    5,  11 

7.  Resistance  to  Earthquakes    5,  11 

8.  Resistance  of  the  Embedded  Steel  to  Corrosion   5,  12 

9.  Causes  of  the  Accidents  and  Failures  that  have  occurred  5,  16 

FOREIGN  SYSTEMS  OF  REINFORCED  CONCRETE  CON- 
STRUCTION. 

Introduction    22,  24 

English  Systems    22,  25 

German  Systems    22,  27 

French  Systems    22,  30 

Austrian  Systems  . ,   23,  31 

Hungarian  Systems    23,  32 

Swiss  Systems    23,  32 

Italian  Systems    23,  32 

Dutch  Systems    23,  33 

Other  Continental  Countries,  Systems  of    23,  33 

Systems  of  Doubtful  Origin,  but  doubtless  mostly  German 

or  French    23,  34 

Foreign  Agencies  of  American  Systems    23,  35 

Alphabetical  List  of  the  144  Foreign  Systems  of  Reinforced 
Concrete  Construction,  with  Address  of  Inventor  or 
Owner  of  each  System,  and  a  Concise  Description  of 
its  Special  Features.    (See  Appendix  No.  1.)   HQ-I47 


VI 


TABL,E  OF  CONTENTS 


PAGE 

MECHANICAL  BOND  AND  FORMS  OF  BARS. 

INTRODUCTION. 

Entire  reliance  Abroad,  no  longer    placed*  on  Adhesion 

alone,  to  care  for  horizontal  shear    37 

In  the  older  Continental  Systems,  mechanical  bonding  is 

provided  for  by  using  stirrups  of  plain  bars  . .  37 

Table  showing  the  number  of  Foreign  Systems  of  each 
Country  which  use  specially  shaped  or  "deformed"  bars 
for  reinforcement    38 

Mechanical  bonding,  especially  in  England,  also  obtained  by 

using  "deformed"  bars  and  special  shapes    38 

ENGLAND. 

Opinions  of  Chas.  F.  Marsh  as  to  forms  of  bars    39 

Statement  of  Chas.  S.  Meik  as  to  forms  of  bars   40 

FRANCE. 

Government  Rules  for  cases  when  special  shapes  are  used..  40 
Opinion  of  Gerard  Lavergne  as  to  forms  of  bars   40 

GERMANY. 

Government  Rules  in  reference  to  shearing  and  adhesive 

stresses    41 

Statement  of  O.  Kohlmorgen  as  to  forms  of  bars    41 

AUSTRIA. 

Statement  of  R.  Janesch  in  favor  of  round  bars   41 

SWITZERLAND. 

Statement  of  Prof.  F.  Schiile  as  to  forms  of  bars  used  in 

Europe    42 

METAL   USED    FOR    REINFORCEMENT.    FOREIGN  SPECIFI- 
CATIONS,   RECOMMENDATIONS    AND    OPINIONS  COM- 
PARED. 
INTRODUCTION. 

Brief  reference  to  American  Practice   43 

Importance  of  the  Metal  used    45 

Foreign  Countries  from  which  information  was  collected 

and  sources  of  information    45 

Summary  of  information  obtained    45 

Use  of  Wrought  Iron  Abroad    46 

INTERNATIONAL. 

Recommendations  as  to  the  Metal  used,  not  yet  made   47 


TABLE  OF  CONTENTS  Vti 

PAGE 

ENGLAND. 

Recommendations  of  the  "Joint  Committee  on  Reinforced 

Concrete"  as  to  Metal  to  be  used    47 

Engineering  Standards  Committee's  Specification  for  Struc- 
tural Steel,  now  in  force   48 

Interview  with  Chas.  F.  Marsh  (London)  as  to  Steel  used 

in  England   49 

Interviews  with  British  Consulting  Engineers  and  Contrac- 
tors as  to  Steel  used  in  England   53 

Information  obtained  from  34  British  Agents  of  "Systems," 

as  to  Steel  used  in  England    53 

FRANCE. 

Government  Rules  of  1907,  now  in  force    54 

Information  obtained  from  the  agents  of  the  21  French 

Systems  of  Reinforcement    55 

Information  obtained  from  27  French  Consulting  and  Con- 
tracting Engineers    55 

Information  obtained  from  11  French  Steel  Companies   56 

Summary  of  the  reasons  for  the  use  of  soft  or  medium  Steel 

in  France    56 

List  of  27  French  Consulting  and  Contracting  Engineers, 

with  addresses    56 

List  of  the  11  French  Steel  Companies,  with  addresses    58 

GERMANY. 

Government  Regulations  of  May  24th,  1907,  now  in  force  ...  59 

Comparison  of  the  three  principal  current  German  Specifi- 
cations for  structural  Steel,  now  in  force    60 

Information  obtained  from  G.  Kersten  and  H.  Haberstroh 

as  to  the  Steel  used  in  Germany   61 

Summary  of  14  Replies  to  letters  addressed  to  prominent 

German  Constructors  in  Reinforced  Concrete    62 

List  of  the  14  German  Constructors,  with  addresses   62 

AUSTRIA. 

Government  Specifications  of  Nov.  15th,  1907,  now  in  force  63 
Information  obtained  from  six  leading  Contracting  Engi- 
neers of  Austria,  as  to  metal  used  by  them   64 

HUNGARY. 

Specifications  of  the  Hungarian  Society  of  Engineers  and 

Architects,  now  the  only  recognized  authority   65 

Information  obtained  from  eight  leading  Consulting  and 
Contracting  Engineers  of  Budapest  as  to  Metal  used  in 
Hungary    65 


viii 


TABLE  OF  CONTENTS 


PAGE 

SWITZERLAND. 

Specification  of   the    Swiss   Engineering   and  Architectural 

Society  of  August,  1903,  now  in  force   67 

Information  obtained  from  four  leading  Swiss  Consulting 
and  Contracting  Engineers,  as  to  Metal  used  in  Switz- 
erland  68 

ITALY. 

Specification  of  the  Italian  Association  for  the  Study  of 
Materials  of  Construction  of  May  3rd,  1905,  now  in 
force    69 

Information  obtained  from  ten  leading  Italian  Consulting 

and  Contracting  Engineers  as  to  Metal  used  in  Italy...  70 

CEMENT  USED  IN  REINFORCED  CONCRETE.  THE  CHIEF 
REQUIREMENTS  OF  FOREIGN  CEMENT  SPECIFI- 
CATIONS COMPARED. 

Introduction    71,  148 

England    71,  148 

France    72,  149 

Germany    73,  149 

Austria    74,  149 

Switzerland    74,  149 

Russia   74,  149 

International    74,  149 

Quotations  from  the  Cement  Specifications  classified  under 
the  following  Headings.  (See  Appendix  No.  2,  pp.  148- 
181.)    74 

1.  Fineness    150 

2.  Chemical  Composition    152 

3.  Specific  Gravity    154 

4.  Weight    155 

5.  Soundness  or  Constancy  of  Volume   156 

6.  Distortion  in  Cold  and  Hot  Water   158 

7.  Setting  Time    159 

8.  Mode  of  Gauging   165 

9.  Neat  Test  (Tensile  Strength)    169 

10.  Sand  Test  (Tensile  Strength    173 

11.  Compressive  Strength    178 

12.  Blowing  Test    180 

13.  Coolness    181 


TABLE  OF  CONTENTS 


ix 


CONCRETE  USED  IN  REINFORCED  CONCRETE.  THE  CHIEF 
REQUIREMENTS  OF  FOREIGN  CONCRETE  SPECIFI- 
CATIONS COMPARED. 

PAGE 

Introduction    76 

Headings  under  which  the  Concrete  Specifications  of  Eng- 
land, France,  Germany,  Austria  and  Switzerland  are 
discussed   . . .  76 

1.  Sand    77 

2.  Aggregates    77 

3.  Water    79 

4.  Proportions  of  the  Ingredients    80 

5.  Mixing    83 

6.  Placing    84 

REINFORCED  CONCRETE.  FOREIGN  SPECIFICATIONS  AND 
RECOMMENDATIONS  COMPARED  UNDER  THE  CHIEF 
SPECIFIED  REQUIREMENTS. 

Introduction    86 

England    86 

France   86 

Germany    87 

Austria    87 

Switzerland    87 

International    87 

Headings  under  which  the  Reinforced  Concrete  Specifica- 
tions of  the  above  Countries  are  classified  for  compari- 
son   88 

1.  Erection    88,  91 

2.  Precautions  Against  Fire    88,  94 

3.  Water  Proofing    89,  95 

4.  Surface  Finish   89,  96 

5.  False  Work    90,  97 

6.  Striking  Centers    90,  98 

7.  Testing    90,  99 

101 
103 
105 
108 
no 


8.  Loading    91 

9.  Bending  Moments    91 

10.  Allowable  Working  Stresses   91 

11.  Rules  for  Calculation   91 

12.  General  Regulations    91 


X 


TABLE  OF  CONTENTS 


LISTS  AND  DESCRIPTION  OF  FOREIGN  GOVERNMENT  AND 
PRIVATE  TESTING  STATIONS,  CONGRESSES,  TECH- 
NICAL INSTITUTIONS,  ASSOCIATIONS,  AND  COMMIT- 
TEES, WHO  HAVE  ENDORSED  REINFORCED  CON- 
CRETE AS  A  MATERIAL  OF  CONSTRUCTION  OR  WHO 
HAVE  ADOPTED  RESOLUTIONS,  SPECIFICATIONS,  OR 
RULES  RELATING  THERETO. 

PAGE 

Introduction    112 

International  Commissions   113,  182 

English  Committees  and  Official  Departments   113,  189 

French  Commissions  and  Testing  Laboratories  114,  207 

German   Associations,   Government   and    Private  Testing 

Stations   114,  210 

Austrian  Associations  and  Government  Testing  Stations. .  115,  218 

Swiss  Societies  and  Federal  Testing  Stations   115,  219 

Societies,  Laboratories  and  Testing  Stations  of  Hungary, 

Italy,  Spain,  Holland  and  Denmark  116,  219 

Description  of  each  of  the  above  Bodies  with  Officers  or 

Addresses  and  an  Outline  of  the  work  accomplished. 

(See  Appendix  No.  3.)    182-220 

BIBLIOGRAPHY  ON  REINFORCED  CONCRETE,  CONCRETE 
AND  CEMENT. 

Introduction   ,   117 

(See  Appendix  No.  4.) 

1.  Books  printed  in  England  and  United  States,  arranged 

alphabetically  by  Authors  with  Titles,  Date  and  Price..  221 

2.  Books   printed   in   France,   arranged   alphabetically  by 

Authors  with  Titles,  Date  and  Price   228 

3.  Books  printed  in   Germany,   Austria  and  Switzerland, 

arranged  alphabetically  by  Authors  with  Titles,  Date, 

and  Price    234 

4.  Journals  and  Periodicals  devoted  entirely  or  prominently 

to  these  three  subjects  including  in  each  case,  Name  of 
Journal,  Address  and  Annual  Subscription   242 

(a)  International    242 

(b)  England    242 

(c)  United  States   243 

(d)  France    245 

(e)  Germany  and  Austria    248 

(/)  Switzerland   252 

(g)  Holland  and  Denmark    252 

(h)  Italy  and  Spain    252 


APPLICATIONS  OF  REINFORCED  CONCRETE  IN  GREAT 
BRITAIN  AND  ON  THE  CONTINENT. 


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Tunnels 

Docks 

Piers 

Vats 

Domes 

Piles 

Viaducts 

Dykes 

Pillars 

Walls 

Engine  houses 

Pipes 

Warehouses 

Factories 

Plates 

Weirs 

Filters 

Poles  (telegraph) 

Wharves 

ECONOMIES  OF  REINFORCED  CONCRETE  CONSTRUCTION. 

FOREIGN  OPINIONS  AS  TO  THE    ACTUAL    SAVING   IN    COST  OF 
ERECTION. 

In  compliance  with  the  request  to  include  in  this  Report 
information  as  to  the  cost  of  erection  in  reinforced  concrete 
in  comparison  with  other  materials  including  steel,  the 
writer  submits  the  following  as  the  result  of  his  many 
interviews  with  leading  authorities  in  England,  France, 
Belgium,  Holland,  Germany,  Austria,  Hungary,  Switzer- 
land and  Italy. 

No  exception  was  found  to  the  opinion  that  in  most  cases 
the  cost  of  erection  in  reinforced  concrete  was  less  than  in 
any  other  material  including  steel,  and  in  some  classes  of 
civil  engineering  work,  and  in  the  erection  of  factories, 
the  saving  was  admitted  to  be  phenominal. 

As  to  actual  percentage  savings,  statements  varied  from  10 
to  30  per  cent,  and  in  one  case  50  per  cent. 

One  instance  was  cited  of  a  warehouse  which  had  been  entire- 
ly constructed  of  reinforced  concrete  at  a  cost  of  not  more 
than  that  of  the  steel  alone  which  would  have  been  re- 
quired, if  erected  as  a  steel  structure. 

The  best  impartial  opinion  obtained,  was  from  the  Chief 
Commissioner  of  Works,  who  stated  that  he  had  reported 
to  the  British  Parliament  that,  by  employing  reinforced 
concrete  in  lieu  of  ordinary  materials,  a  saving  of  20  per 
cent,  had  been  effected  in  his  Departments. 

FOREIGN  OPINIONS  AS  TO  THE  ECONOMIC  FACTORS,  BESIDES 
THE  FIRST  COST. 

There  are  other  factors,  however,  which  should  enter  into 
any  calculation  of  the  Economy  in  this  form  of  Construc- 
tion, which,  even  when  the  original  capital  outlay  for  erec- 
tion is  not  less,  which  is  seldom  the  case,  proves  that  rein- 
forced concrete  is  ultimately  by  far  the  most  economical. 

From  the  information  collected,  the  writer  summarizes  these 
factors  as  follows : 

1.    Its  superior  Fire-resisting  qualities.      This  should  be 


ECONOMIES  OF  REINFORCED  CONCRETE  CONSTRUCTION  3 


looked  upon  as  a  large  factor  in  the  erection  of  Mills, 
Factories,  Power  Stations,  etc.,  because  the  loss  of  the  orig- 
inal investment  by  the  burning  of  such  a  Building,  is 
not  nearly  as  great  as  the  loss  due  to  the  cessation  of 
manufacturing  operations  during  the  interval  before  the 
Building  can  be  replaced. 

2.  Greater  Rapidity  of  Construction. 

3.  Increase  in  some  cases  of  the  Interior  Floor  Space  due 
to  thinner  walls  and  partitions. 

4.  Decrease  in  cost  of  Maintenance  due  to  its  being  practi- 
cally indestructible,  especially  when  compared  with  struc- 
tures of  wood  or  steel. 

5.  The  monolithic  nature  of  Reinforced  Concrete  Structures 
makes  them  less  liable  to  shock  and  vibration. 

6.  Decreased  rate  of  insurance,  due  to  its  superior  fire  re- 
sisting qualities. 

The  recent  Improvements  in  the  Finish  and  Exterior  Deco- 
ration, including  Coloring,  which  have  been  made  in 
reinforced  concrete  construction  are  leading  to  its  increased 
adoption  abroad  by  Architects  who  have  heretofore  hesi- 
tated to  use  it,  although  fully  convinced  of  its  economy. 


ENDURANCE  OF  FOREIGN  REINFORCED  CONCRETE 
CONSTRUCTION. 

The  Writer  was  requested  to  report  upon  the  Endurance  of 
Foreign  Reinforced  Concrete  Construction  and  after  a  study  of 
the  data  collected,  has  subdivided  this  question  under  the  follow- 
ing headings : 

1.  RESISTANCE  TO  ATMOSPHERIC  CHANGES. 

Explanation  of  the  cases  wHere  deterioration  has  occurred. 
Proof  of  durability. 

2.  RESISTANCE  TO  FIRE. 

The  terms  "Fire-proof"  and  "Fire-resisting"  defined. 
Standards  of  fire  resistance. 
Foreign  Fire-test  Committees. 

Degree  of  fire-resistance  dependent  upon  the  aggregates  of 
the  Concrete. 

Reinforcing  metal  must  be  covered  with  two  inches  of  Con- 
crete. 

Coefficient  of  expansion  of  concrete  and  steel. 

Good  reinforced  concrete  is  the  most  practical  form  of  fire- 
resisting  construction. 

Recommendations  of  the  International  Fire  Service  Congress, 
Milan,  1906. 

Rules  on  fire-resistance  of  the  Joint  Committee  on  Reinforced 
Concrete,  adopted  by  the  Royal  Inst,  of  British  Architects, 
May,  1907. 

3.  RESISTANCE  TO  SEA  WATER. 

Proved  by  the  recent  adoption  of  Reinforced  Concrete  for 

"Sea  Defences"  in  Holland. 
Early  failures  due  to  "Voids"  in  the  Aggregate. 

4.  RESISTANCE  TO  ABRASION. 

Proved  by  the  increasing  use  Abroad,  of  Reinforced  Concrete 
for  piers  and  bridge  abutments  exposed  to  the  abrasion 
of  running  water  and  to  tidal  waters. 

5.  RESISTANCE  TO  VIBRATION. 

Proved  by  the  general  adoption  of  Reinforced  Concrete 


ENDURANCE  OF  FOREIGN  REINFORCED  CONCRETE  5 

Abroad,  for  machine  shops,  power-houses,  etc.,  including 
even  the  beams  carrying  the  shafting. 

6.  RESISTANCE  TO  SHOCK. 

Proved  by  a  test  made  by  the  Paris  and  Orleans  Railway 
Co. ;  by  the  resistance  of  foreign  reinforced  concrete  Piles 
to  deep  driving  and  of  Dykes  to  the  beating  of  heavy 
waves. 

7.  RESISTANCE  TO  EARTHQUAKES. 

Proved  by  the  resistance  to  the  Earthquakes  of  Jamaica  and 
San  Francisco,  of  reinforced  concrete  structures. 

8.  RESISTANCE  OF  EMBEDDED  STEEL  TO  CORROSION. 

Proved  by  quoting  important  authentic  instances  Abroad, 
where  iron  or  steel,  embedded  in  concrete  for  hundreds 
of  years,  has  shown  no  evidences  of  rust,  and  more  recent 
foreign  experiments  and  experiences  also  proving  that 
properly  made  concrete  is  the  best  known  protector  of 
unpainted  steel  against  corrosion. 

9.  CAUSES  OF  THE  ACCIDENTS  AND  FAILURES  IN  REINFORCED 

CONCRETE  CONSTRUCTION. 

The  collapses  occurring  in  the  United  States  during  1905- 
1907. 

The  most  important  European  failures. 

Conclusions  drawn  from  a  study  of  foreign  failures. 

(1)  Number  of  failures  Abroad  are  comparatively  very 
few. 

(2)  Failures  Abroad  have  almost  always  occurred  during 
construction. 

(3)  No  failures  Abroad  could  be  traced  to  lack  of  dura- 
bility or  inherent  weakness  in  reinforced  concrete  con- 
struction. 

(4)  Defective  designs  have  caused  a  number  of  early  for- 
eign failures,  but  defective  designs  in  all-steel  structures 
have  caused  failures — (Quebec  Bridge). 

(5)  The  use  of  unsuitable  materials  (which  are  itemized) 
has  caused  some  foreign  failures. 

(6)  Some  early  foreign  failures  have  been  due  to  careless 


6 


REINFORCED  CONCRETE  IN  EUROPE 


or  inexperienced  workmanship,  even  where  the  design 
was  good.    (The  usual  mistakes  are  itemized). 

(7)  Applying  "Test  Loads"  or  using  floors  up  to  "Max- 
imum Allowable  Load/'  before  the  concrete  has  had  time 
to  harden,  has  caused  some  failures  Abroad.  Foreign 
Practice  now  requires  a  lapse  of  2^  to  3  months. 

(8)  That  reinforced  concrete  gives  long  prior  notice  of  the 
approach  of  failure,  is  proved  by  citing  certain  foreign 
tests. 

(9)  Conclusions  showing  that  Abroad,  the  present  enforce- 
ment of  good  Building  Laws,  the  wide  publicity  of  the 
theories  and  principals  involved,  and  the  rules  governing 
the  materials  used,  will  reduce  to  a  minimum,  future 
failures  Abroad  in  reinforced  concrete  construction. 

I.  Resistance  to  Atmospheric  Changes. 

Its  rapidly  increasing  adoption,  in  all  parts  of  the  world,  is 
proof  that  Reinforced  Concrete  construction  resists  a  wide  vari- 
ation in  temperature  and  climatic  conditions,  if  expansion  joints 
are  provided  for  in  the  design  and  if  the  Concrete  is  made  of 
proper  materials. 

One  instance  of  deterioration,  due  to  poor  materials,  is  that 
of  the  failure  of  some  open  cattle  sheds  in  Egypt  located  at  Mex 
about  65  feet  from  the  Sea,  and  where  they  were  exposed  to 
climatic  extremes.  Through  the  use  of  a  local  non-silicious 
limestone  in  the  mixture,  the  reinforced  Concrete  roofs  soon 
became  neither  air-tight  nor  water-tight.  1 

Proof  is  given,  when  discussing  the  resistance  to  corrosion 
afforded  to  the  reinforcement  by  a  good  Concrete,  that  it  affords 
perfect  protection  against  rusting;  hence  what  is  true  of  the  re- 
sistance of  plain  Concrete  to  atmospheric  changes,  is  equally  true 
in  reference  to  reinforced  Concrete. 

The  present  confidence  in  Concrete  (a  material  largely  em- 
ployed by  the  Romans  for  Buildings  still  existing)  is  evidenced 
by  the  vast  number  of  great  Engineering  Works,  in  England  and 
'On  the  Continent,  such  as  Reservoirs,  Dams,  etc.,  requiring  un- 
questionable durability  and  for  which  Concrete  has  of  late  years 
been  chosen  in  preference  to  rock  or  Masonry — a  proof  of  the 
well  recognized  resistance  of  Concrete  to  atmospheric  changes. 


ENDURANCE  OF  FOREIGN  REINFORCED  CONCRETE 


7 


2.  Resistance  to  Fire. 

Before  quoting  foreign  opinions  as  to  the  resistance  of  rein- 
forced concrete  to  fire,  attention  should  be  drawn  to  the  misuse 
of  the  term  "fire-proof"  and  to  the  following  Universal  Standards 
of  Fire-resistance  adopted  at  the  International  Fire  Prevention 
Congress,  London,  1903. 

The  following  were  the  Congress  Resolutions  referring  to 
the  subject : 

Re  the  term  "Fire-proof." 

The  Congress  having  given  their  consideration  to  the  constant 
misuse  of  the  term  "fire-proof,"  and  its  indiscriminate  and  un- 
suitable application  to  many  building  materials  and  systems  in 
use,  have  come  to  the  conclusion  that  the  avoidance  of  this 
term  in  the  general  business  and  technical  vocabulary  is  essential. 
Re  the  term  "Fire-resisting." 

The  Congress  considers  the  term  "Fire-resisting"  more  applica- 
ble for  general  use,  and  that  it  more  correctly  describes  the 
varying  qualities  of  the  different  materials  and  systems  of  con- 
struction intended  to  resist  the  effect  of  fire  for  shorter  or  longer 
periods,  at  high  or  low  temperatures,  as  the  case  may  be ;  and  it 
advocates  the  general  adoption  of  this  term  in  the  place  of  the 
term  "fire-proof." 

Re  Standards  of  Fire-resistance. 

The  Congress  confirms  the  British  Fire  Prevention  Committee's 
proposed  standards  of  fire-resistance,  and  hereby  resolves  that 
the  universal  standards  of  fire-resistance  shall  in  future  be: 

1.  Temporary  protection; 

2.  Partial  protection; 

3.  Full  protection; 

in  accordance  with  the  Committee's  schedule. 

Abroad  the  only  independent  tests  undertaken  to  show  the 
fire-resistance  of  materials  of  construction  are  those  conducted 
by  the  British  Fire  Prevention  Committee,  No.  1  Waterloo  Place, 
Pall  Mall,  London,  S.  W.,  and  those  of  the  Testing  Station  at  the 
Royal  Technical  High  School  at  Gross-Lichterfelde-West  near 
Berlin. 

From  the  official  fire-tests  conducted  by  these  two  Independent 


8 


REINFORCED  CONCRETE  IN  EUROPE 


Stations,  as  well  as  from  actual  fires  (notably  the  Baltimore  Con- 
flagration), it  has  been  proven  that  Concrete  is  eminently  satis- 
factory wherever  suitable  aggregates  were  used. 

The  degree  of  the  fire-resistance  of  Concrete  is  however 
dependent  upon  its  aggregates,  but  where  "full  protection"  to 
fire  i«s  essential,  official  tests  have  shown  that  a  concrete  can  bt 
readily  furnished  meeting  the  Standard  requirements. 

To  reinforce  such  a  concrete  with  steel  does  not  lessen  its 
fire-resistance,  provided  the  steel  is  sufficiently  embedded.  Tests 
and  Experience  have  established  the  rule  Abroad,  that  the 
reinforcing  bars  or  wire  must  be  protected  by  at  least  two  irches 
of  concrete. 

The  non-conductivity  of  the  concrete  thus  insures  protection 
to  the  steel. 

The  effect  of  fire  or  water-quenching  on  unprotected  or  partly 
embedded  structural  steel  is  too  well  known  to  be  commented 
upon,  as  is  also  the  loss  in  the  strength  of  the  steel  under  high 
temperature. 

Concrete  and  steel  have  practically  the  same  coefficient  of 
expansion  and  hence  will  be  similarly  affected  by  like  changes 
of  temperature.  The  actual  figures  for  each  degree  Fahrenheit 
are  .0000055  and  .0000066  respectively. 

The  concensus  of  foreign  opinion  is  well  expressed  in  the  fol- 
lowing quotation. 

"If  reinforced  concrete  is  really  well  designed  and  carefully  exe- 
cuted from  a  fire  point  of  view,  with  a  suitable  specification  of  the 
aggregate,  the  aggregate  size,  the  thickness  of  the  covering  to  the 
steel,  and  the  nature  of  the  finely-ground  Portland  Cement,  no  more 
practical  form  of  fire-resisting  construction  could  be  desired  than 
that  of  reinforced  concrete.  But  great  care  is  necessary  both  in  the 
correct  specification  and  the  execution  of  the  work.'* 

The  importance  of  care,  in  every  particular  when  "full-protec- 
tion" against  fire  is  desired,  is  brought  out  by  the  two  following 
quotations : 

INTERNATIONAL  FIRE  SERVICE  CONGRESS,  MILAN,  1906. 

"That  the  Congress  considers  that  no  reinforced  concrete  con- 
struction should  be  permissible  in  buildings  intended  to  be  fire-re- 
sisting, unless  the  aggregate  be  most  carefully  selected  and  applied 
in  such  a  manner  as  to  give  substantial  protection  to  all  metal  parts. 

That  it  is  advisable  where  reinforced  concrete  is  intended  to  be 


ENDURANCE  OF  FOREIGN  REINFORCED  CONCRETE 


9 


fire-resisting,  that  every  portion  of  the  metal  rods  or  bars  contained 
therein  be  covered  by  not  less  than  two  inches  of  concrete,  the  aggre- 
gate of  which  must  be  able  to  pass  through  a  sieve  having  a  mesh  of 
not  more  than  one  inch  diameter,  and  that  Portland  cement  of 
great  fineness  only  be  used. 

That  where  feasible  all  external  angles  should  be  rounded. 

That  any  angle  iron  needed  for  mechanical  protection  should  be 
held  in  position  independently  of  the  concrete." 

REPORT  OF  THE  JOINT  COMMITTEE  ON  REINFORCED  CONCRETE, 
1907. 

"3.  Fire-resistance. — (a)  Floors,  walls,  and  other  constructions 
in  steel  and  concrete  formed  of  incombustible  materials  prevent  the 
spread  of  fire  in  varying  degrees  according  to  the  composition  of 
the  concrete,  the  thickness  of  the  parts,  and  the  amount  of  cover 
given  to  the  metal,  (b)  Experiment  and  actual  experience  cf  fires 
show  that  concrete  in  which  limestone  is  used  for  the  aggregate  is 
disintegrated,  crumbles  and  loses  coherence  when  subjected  to  very 
fierce  fires,  and  that  concretes  of  gravel  or  sandstones  also  suffer, 
but  in  a  rather  less  degree.*  The  metal  reinforcement  in  such 
cases  generally  retains  the  mass  in  position,  but  the  strength  of  the 
part  is  so  much  diminished  that  it  must  be  renewed.  Concrete  in 
which  coke-breeze,  cinders,  or  slag  forms  the  aggregate  is  only 
superficially  injured,  does  not  lose  its  strength,  and  in  general  may 
be  repaired.  Concrete  of  broken  brick  suffers  more  than  cinder 
concrete  and  less  than  gravel  or  stone  concrete. 

(c)  The  material  to  be  used  in  any  given  case  should  be  governed 
by  the  amount  of  fire-resistance  required  as  well  as  by  the  cheap- 
ness of,  or  the  facility  of  procuring,  the  aggregate. 

(d)  Rigidly  attached  web  members,  loose  stirrups,  bent-up  rods, 
or  similar  means  of  connecting  the  metal  in  the  lower  or  tension 
sides  of  beams  or  floor  slabs  (which  sides  suffer  most  injury  in 
case  of  fire)  with  the  upper  or  compression  sides  of  beams  or  slabs 
not  usually  injured,  are  very  desirable. 

(e)  For  main  beams  a  covering  of  V/2  inches  to  2  inches  of  con- 
crete over  the  metal  reinforcement  appears  from  experience  in  actual 
fires  to  afford  ample  protection  to  the  structural  parts.  In  floor 
slabs  the  cover  required  may  be  reduced  to  1  inch.  All  angles 
should  be  rounded  or  splayed  to  prevent  spalling  off  under  heat. 

(f)  More  perfect  protection  to  the  structure  is  required  under 
very  high  temperature,  and  in  the  most  severe  conditions  it  is  de- 
sirable to  cover  the  concrete  structure  with  fire-resisting  plastering 
which  may  be  easily  renewed.  Columns  may  be  covered  with  coke- 
breeze  concrete,  terra-cotta,  or  other  fire-resisting  facing." 

*  The  smaller  the  aggregate  the  less  the  injury. 


10 


REINFORCED  CONCRETE  IN  EUROPE 


3.  Resistance  to  Sea  Water. 

Reinforced  Concrete  which  has  been  used  in  several  Countries 
for  Sea  Defences,  has,  of  late,  after  a  thorough  investigation, 
been  largely  adopted  in  Holland  for  this  purpose, — a  proof  that 
it  is  the  best  material  available.  The  constructions  in  Holland 
include  Dyke-Walls;  Protection  of  the  Slopes  of  Dykes;  Pro- 
tection of  the  Slopes  of  "Sand  Dunes;"  Piers  and  Breakwaters; 
and  Foundations. 

In  England  large  Coal-Jetties,  Wharves,  Piers  and  Break- 
waters have  been  built  of  reinforced  concrete  in  preference  to 
other  materials. 

Most  of  the  early  foreign  failures  of  Concrete  for  Sea-Walls, 
Breakwaters,  Jetties  and  like  structures  were  due  to  the  voids  in 
the  aggregate,  or  else  to  its  not  having  been  properly  rammed. 

Some  failures  however  cannot  be  thus  explained  and  while 
foreign  engineers  agree  that  it  is  evidently  the  best  material  at 
hand,  earnest  efforts  are  being  made  to  discover  the  true  action 
of  sea-water  on  Portland  Cement,  Mortar  and  Concrete  so  as  to 
make  the  material  uniformly  more  resisting.  In  France,  this 
subject  has  been  studied  by  Feret,  Michaelis,  Candlot  and  Deval, 
and  in  Germany,  by  the  German  Portland  Cement  Manufacturers' 
Association. 

4.  Resistance  to  Abrasion. 

The  daily  increasing  use,  by  Foreign  Engineers,  of  reinforced 
Concrete  for  bridges,  the  piers  and  abutments  of  which  are 
exposed  to  abrasion  by  running  waters,  and  its  use  in  Sea  De- 
fences exposed  to  the  abrasive  action  of  tidal  waters,  are  evi- 
dences of  the  satisfactory  resistance  of  reinforced  concrete  to 
abrasion,  in  comparison  with  stone  masonry  and  other  available 
materials. 

5.  Resistance  to  Vibration. 

That  reinforced  Concrete  can  withstand  vibration  is  evidenced 
by  the  fact  that  it  has  been  used  Abroad  for  a  large  number  of 
Machine  Shops,  Factories,  Engine  and  Power  Houses,  because  it 
has  become  generally  recognized  that,  owing  to  the  monolithic 
character  of  the  structure,  no  detrimental  vibration  occurs.  The 
reinforced  concrete  Posts  and  Beams  of  Machine  Shops  are  used 


ENDURANCE  OF  FOREIGN  REINFORCED  CONCRETE  II 

to  carry  the  Shafting,  in  the  same  manner  as  Steel  Stanchions  and 
Girders. 

6.  Resistance  to  Shock. 

The  Engineers  of  the  Paris  and  Orleans  Railway  Company 
made  the  following  Test  of  the  Resistance  to  Shock  of  a  Floor 
made  of  Steel  Beams  with  brick  arches  and  of  a  Floor  of  rein- 
forced Concrete,  weighing  only  60  per  cent,  per  square  foot  of 
that  of  the  other  Floor. 

A  given  Weight  was  dropped  a  certain  height  on  the  Steel  and 
Brick-arched  Floor  and  the  amplitude  and  time  of  vibration  was 
noted. 

Another  weight  twice  as  heavy  was  dropped  from  a  height 
twice  as  great  on  to  the  Reinforced  Concrete  Floor,  and  the 
amplitude  of  vibration  was  only  one-fifth  as  much,  and  the  vibra- 
tion lasted  only  one-third  a^  long  as  in  the  case  of  the  Steel  and 
Brick-arched  Floor. 

The  fact  that  Reinforced  Concrete  Piles  are  driven  without 
injury  is  a  positive  evidence  of  its  ability  to  withstand  shoe!:,  as 
is  also  the  success  Abroad  with  which  reinforced  Concrete  Dykes 
for  Shore  Protection  have  withstood  the  beating  of  heavy  waves. 

7.  Resistance  to  Earthquakes. 

At  the  Leland  Stanford  University  at  Palo  Alto  near  San 
Francisco  there  was  a  Museum  Building  consisting  of  three 
wings,  the  central  one  of  reinforced  concrete,  and  the  two  side 
wings  of  brickwork,  with  reinforced  concrete  floor  systems. 

The  building  was  not  far  from  the  line  of  the  fault  which 
caused  the  earthquake  and  it  received  a  very  severe  shaking. 

Capt.  Sewell,  Corps  of  Engineers,  U.  S.  Army,  stated  that 
externally,  the  reinforced  concrete  wing  appeared  to  be  absolutely 
uninjured,  except  that  some  statues  were  shaken  down  from  the 
front  parapet  wall,  whereas  the  two  brick  wings  were  practically 
in  a  state  of  collapse. 

An  examination  of  the  interior  showed  that  some  damage  had 
been  done  in  the  reinforced  concrete  wTing,  in  the  shape  of  a 
few  cracks  here  and  there  but  he  estimated  that  one  thousand 
dollars  would  cover  all  the  damage  to  this  wing,  whereas  the  two 
brick  wings  were  damaged  at  lea6t  from  50  to  75  per  cent. 


T2 


REINFORCED  CONCRETE  IN  EUROPE 


The  report  of  the  Amer.  Soc.  of  Civil  Engineers  on  the  San 
Francisco  Disaster  points  most  emphatically  to  the  advantages  of 
concrete  and  reinforced  concrete  under  earthquake  shock,  not 
only  for  Buildings  but  in  civil  engineering  work. 

At  Kingston,  Jamaica,  the  concrete  and  reinforced  concrete 
residence  of  Mr.  Alfred  Mitchell  is  reported  to  have  withstood 
their  earthquake  shock.  It  is  stated  that  although  water  in  the 
baths  and  tanks  was  splashed  over  the  sides  of  these  receptacles 
by  the  shock,  indicating  the  severity  of  the  vibration,  and  the 
rooms  containing  such  baths  and  tanks  were,  in  fact,  partly  flood- 
ed, not  a  single  crack  or  fissure  was  to  be  found  in  the  concrete 
and  reinforced  concrete  portions  of  the  building. 

8.  Resistance  of  the  Embedded  Steel  to  Corrosion. 

This  subject  could  be  truthfully  dismissed  with  the  statement 
that  the  metal  is  so  perfectly  protected,  that  rusting  is  not  a 
factor  in  the  endurance  of  proper  reinforced  concrete  construc- 
tion, so  that  none  of  the  care  and  cost  of  maintenance  required 
to  prevent  oxidation  in  a  steel  structure  are  necessary. 

Some  evidence  supporting  such  a  positive  assertion  should 
however  be  quoted,  but  out  of  many  proofs  it  is  thought  that  the 
following  quotations  of  foreign  experience  and  opinions  will 
be  sufficient : 

THE  SECRETARY  OF  THE  ROYAL  INST.  OF  BRITISH  ARCHITECTS 

in  a  letter,  written  Dec.  9,  1907,  in  answer  to  a  Parliamentary 
inquiry  and  speaking  for  their  Committee  on  Reinforced 
Concrete,  gave  this  very  positive  testimony: 

"It  is  sometimes  thought  that  the  metal  may  perish,  but  all  ex- 
perience shows  that  concrete  is  the  best  preservative  for  iron  or 
steel  known  to  us.  A  bar  of  iron  or  steel  slightly  rusty  emoedded 
in  properly  made  concrete  may  be  taken  out  after  some  months,  or 
after  hundreds  of  years,  brighter  than  when  it  was  put  in.  Perhaps 
I  may  quote  an  instance — the  experience  of  Mr.  Somers  Clarke, 
late  Surveyor  to  St.  Paul's  Cathedral,  who,  being  anxious  as  to 
the  condition  of  the  great  chain  tie  which  binds  the  dome  at  its 
base,  caused  an  opening  to  be  made  in  the  concrete  in  which  it  has 
been  embedded  for  over  two  hundred  years,  and  found  the  iron 
bright  and  perfect  notwithstanding  the  fears  which  had  naturally 
been  felt  because  of  the  percolation  of  water  from  the  gallery  over 
it.    This  is  but  one  of  many  examples,  showing  not  only  that  metal 


ENDURANCE    OF    FOREIGN    REINFORCED    CONCRETE  13 


reinforcements  and  concrete  have  been  used  by  architects  for  many 
years  back,  but  that  their  confidence  in  the  durability  of  concrete 
and  metal  in  combination  is  justified. 

The  many  instances  of  the  anchor  chains  of  suspension  bridges 
being  embedded  in  concrete  as  a  provision  against  their  deterioration 
through  the  action  of  moisture,  may  also  be  cited  as  showing  the 
reliance  placed  on  concrete  by  engineers  for  the  protection  of  steel 
from  corrosion." 

MARSH  AND  DUNN'S  REINFORCED  CONCRETE,  1906,  PAGE  6. 

"It  is  undoubted  that  in  reinforced  concrete  the  skeleton  is  per- 
fectly protected  against  rusting.  It  must  be  remembered,  however, 
that  for  this  form  of  construction  the  best  material  must  be  used, 
and  the  concrete  properly  and  thoroughly  mixed,  and  well  worked 
and  rammed  around  the  reinforcement,  so  as  to  be  free  from  cracks 
and  voids! 

Sometimes  where  the  larger  diameter  rods,  etc.,  are  used,  the 
iron  is  brushed  over  with  a  cream  of  neat  cement  before  being 
embedded  to  ensure  the  thoroughness  of  the  protecting  coat,  but 
when  small  sections  are  used  and  the  concrete  is  rammed  thoroughly 
around  the  skeleton  with  iron  rammers,  so  that  it  is  of  very  close 
and  impermeable  nature,  this  precaution  is  omitted. 

That  reinforced  concrete  requires  special  care  is  a  fact  admitted 
by  all,  but  the  same  applies  more  or  less  to  all  forms  of  construction, 
and  this  special  care  is  well  compensated  for  by  the  durability  ob- 
tained. There  appears  to  be  a  chemical  action  between  the  cement 
and  the  iron,  forming  a*  coat  of  silicate  of  iron  on  the  reinforce- 
ment, which  not  only  protects  it  from  oxidation,  but  also  removes 
any  rust  that  may  be  on  it  when  placed  in  the  concrete,  and  gives  a 
greater  adhesion  between  the  two  materials.  The  coating  protects 
the  reinforcement  against  oxidation,  even  when  there  is  a  slight 
passage  of  water  through  the  concrete. 

It  is  not  to  be  denied  that  steel  and  iron  embedded  in  concrete 
have  in  some  few  cases  been  known  to  have  become  rusted,  but  in 
such  cases  it  will  always  be  found  that  the  concrete  is  of  a  porous 
nature,  and  that  it  has  not  been  well  rammed  around  the  iron,  and 
consequently  the  protective  coating  has  in  places  not  been  formed. 
Even  with  porous  concrete  of  furnace  ashes,  if  this  layer  is  ob- 
tained, the  metal  will  remain  perfectly  protected  though  the  con- 
crete is  exposed  to  continuous  moisture. 

When  steel  and  iron  aie  employed  alone,  however  well  they  may 
be  maintained,  there  arc  always  places  where  moisture  lodges, 
causing  oxidation,  and  the  extra  care  required  in  the  maintenance 
of  a  steel  or  iron  structure  very  greatly  exceeds  that  for  the  proper 
initial  protection  of  the  metal  in  a  structure  of  reinforced  concrete. 

Many  instances  might  be  cited  proving  the  thorough  protection  of 
metal  embedded  in  concrete.    Perhaps  the  most  remarkable  is  the 


14 


REINFORCED  CONCRETE  IN  EUROPE 


case  mentioned  by  Herr  von  Emperger,  of  the  discovery  of  rods 
embedded  in  concrete  under  water  for  four  hundred  years  coming 
out  free  from  rust.  An  interesting  experiment  was  conducted  by 
Mr.  E.  Ransome  of  New  York  to  test  the  preservation  of  metal 
when  embedded  in  concrete.  He  partly  embedded  some  hoop  iron  in 
concrete  blocks  which  were  left  exposed  to  sea  air  for  many  years. 
When  the  exposed  iron  had  rusted  completely  away,  the  blocks 
were  cut  open  and  the  embedded  metal  was  found  to  be  entirely 
free  from  rust. 

The  experiments  carried  out  by  M.  Breuillie  at  La  Chainette  and 
described  in  the  Annales  des  Ponts  et  Chaussees  are  extremely  in- 
teresting, proving  conclusively  the  protection  of  metal  whon  em- 
bedded in  concrete.  Description  of  these  tests  was  published  in  the 
Engineering  Record,  September  20,  1902." 

J.  HANNY  THOMPSON. 

In  the  discussion  at  the  Engineering  Conference  of  the  Inst, 
of  Civil  Engineers,  London,  June,  1907,  he  quoted  the 
following  important  experiments. 

"My  experience  in  reinforced  concrete  work  has  been  principally 
in  connection  with  wharves  and  jetties. 

With  regard  to  the  rusting  of  the  rods,  I  have  taken  up  several 
heads  of  piles  which  have  been  cut  off,  after  having  been  subjected 
to  very  heavy  driving  and  which  had  been  left  in  the  water  about 
three  years,  and  on  stripping  the  concrete  the  steel  was  found  to  be 
perfectly  blue. 

One  experiment  I  made  was  to  test  the  effect  on  steel-work  that 
had  been  put  into  concrete  bracings  just  above  low  water.  I  made 
two  blocks  of  concrete  about  5  feet  long,  and  I  put  into  the  con- 
crete two  rods  similar  to  those  that  had  been  used  in  the  con- 
struction, just  as  they  came  from  the  works,  and  two  very  rusty 
bolts  which  had  been  corroded  very  much  indeed,  and  very  much 
pitted,  just  as  bad  as  I  could  find  them.  One  of  these  blocks  I 
had  made  in  the  dry,  and  after  it  was  set  it  was  put  under  water. 
The  other  block  I  made  just  above  low  water  level,  and  as  soon  as 
ever  the  concrete  was  put  into  the  mould  the  tide  came  over  the 
block. 

I  allowed  these  blocks  to  remain  in  the  water  about  three  years 
and  took  them  up  last  week.  As  to  the  one  that  was  made  in  the 
dry,  the  new  steel  rods  were  quite  blue,  and  from  the  very  rusty 
rods  I  found  that  the  rust  had  gone  entirely,  leaving  the  bars  free 
from  rust.  The  block  that  was  made  at  low  water  level,  and  over 
which  the  water  was  allowed  to  flow  at  once,  when  broken  up  I 
found  exactly  the  same  thing  there. 

One  very  interesting  point  with  regard  to  this  is,  that  I  found 
the  concrete  was  damp  right  through.    There  did  not  appear  to 


ENDURANCE   OF   FOREIGN    REINFORCED   CONCRETE  15 


be  any  sign  of  honeycombing  at  all,  but  the  concrete  itself  was 
damp.  But  notwithstanding  that,  the  whole  of  the  steel  was  quite 
free  from  rust  in  every  way." 

CHARLES  SCOTT  MEIK 

In  the  course  of  this  same  important  discussion  in  June, 
1907,  stated:  * 

"My  experience,  as  far  as  it  extends,  proves  that  the  deterioration 
of  the  steel  in  concrete,  provided  the  latter  is  properly  made,  is  a 
negligible  quantity. 

A  pile-end  which  has  been  in  the  sea  for  8  years  at  Southampton, 
was  lately  on  view  at  Paddington  Station.  The  exposed  steel  work 
on  this  specimen  was  much  corroded,  whereas  the  bars  in  the 
body  of  the  concrete,  on  being  cut  open,  were  found  to  be  quite 
free  from  any  rust  and  as  fresh  as  the  day  they  were  put  into  the 
pile." 

EXPERIMENTS    AT    THE    NATIONAL    PHYSICAL  LABORATORY, 
ENGLAND. 

At  the  request  of  Sir  John  Brunner,  some  tests  were  un- 
dertaken "On  the  Effect  Produced  on  Samples  of  Mild 
Steel  Embedded  in  Concrete, "  and  the  following  is  the 
official  report  of  these  experiments: — 

"A  strong  wooden  box  was  made  and  divided  into  five  partitions, 
each  partition  being  12  in.  long,  yyi  in.  wide,  and  7^2  in.  deep. 
Specimens  of  mild  steel  of  the  following  dimensions  were  prepared: 
(1)  One  inch  diameter  8  in.  long,  turned  all  over.  (2)  Eight  inch 
lengths  cut  from  a  1^2  in.  by  ij4  in.  bar  with  the  scale  left  on.  The 
partitions  were  half  filled  with  good  Portland  cement  concrete  and 
a  specimen  of  each  kind  laid  on  the  top,  and  the  partitions  were  then 
filled  up.  This  was  done  on  December  21,  1906.  The  blocks  were 
covered  with  water  several  times  a  week  for  a  year,  and  for  three 
months  afterwards  were  left  in  the  open,  subject  to  the  weather.  On 
April  20,  1908,  one  of  the  blocks  was  removed  from  the  box  and 
broken  up,  and  the  specimens  removed.  On  examining  the  speci- 
mens carefully  no  trace  of  any  action  by  the  cement  could  be 
detected.  The  turned  specimen  was  practically  as  bright  as  when 
it  was  put  in,  and  the  scale  on  the  rough  specimen  was  undisturbed. 
To  test  the  possibility  of  any  slight  action,  the  surface  of  the  turned 
specimen  was  polished  and  etched  and  examined  under  the  micro- 
scope side  by  side  with  a  specimen  of  the  same  material  cut  from 
the  centre  of  the  bar.  No  difference  in  the  micro-structure  of  the 
two  specimens  could  be  detected  and  the  conclusion  is  that  in  16 
months  no  action  has  taken  place  between  the  metal  and  the  con- 
crete.   It  is  proposed  to  immerse  one  of  the  ramming  blocks  in  the 


i6 


REINFORCED    CONCRETE   IN  EUROPE 


comparatively  warm  water  of  the  cooling  pond  for  six  months  and 
then  to  examine  the  specimens/' 

WATER  PIPES  AT  GRENOBLE,  FRANCE,  AFTER  15  YEARS'  SERVICE. 

A  reinforced  concrete  water  main,  on  the  Monier  System, 
at  Grenoble,  France,  12  in.  diameter,  1-6/10  in.  thick,  con- 
taining steel  frarhework  of  Y\  and  1/16  in.  steel  rods,  was 
taken  up  after  15  years'  use  in  damp  ground. 

One  of  the  concisions  of  the  Official  Inquiry  is  as  follows : — 

"There  existed  no  trace  of  oxidation  from  the  metal.  The  bind- 
ing-in  wire  which  connected  the  longitudinal  rods  was  absolutely 
free  from  oxidation/' 

CONCLUSION. 

As  stated  above,  these  six  quotations  give  ample  evidence 
that  foreign  experience,  covering  many  years,  shows  that 
concrete  is  the  best  known  preservative  for  iron  and  steel. 

9.  Causes  of  the  Accidents  and  Failures  in  Reinforced 
Concrete  Construction. 

UNITED  STATES. 

There  are  some  parties  whose  interests  lie  with  the  manufac- 
ture of  standard  structural  steel  shapes,  who  are  in- 
clined to  look  upon  reinforced  concrete  construction  as  a 
dangerous  menace  to  the  future  consumption  of  standard 
steel  shapes  for  buildings,  bridges,  etc. 

These  parties  have  taken  a  certain  amount  of  comfort  from 
each  failure  or  collapse  of  a  reinforced  concrete  structure, 
when  reported  by  the  technical  press,  or  daily  newspapers. 

Among  the  collapses  which  have  occurred  during  the  past 
two  years  during  the  erection  of  reinforced  concrete  struc- 
tures in  the  United  States,  may  be  mentioned  the  two 
upper  floors  of  a  five  storied  building  at  No.  58  East 
102nd.  Street,  New  York,  Dec.  30,  1905, — Reed's  Bathing 
Establishment,  Atlantic  City,  March,  1906, — Bixby's  Hotel, 
Long  Beach,  California,  Nov.  9,  1906, — Eastman's  Kodak 
Building,  Rochester,  N.  Y.,  Nov.  21,  1906, — Bridgman 
Bros/  three  story  building,  Phila.,  Pa.,  July  9,  1907,  and 
•several  chimneys,  on  the  failures  of  which,  S.  E.  Thomp- 
son has  recently  addressed  a  Report  to  the  Association  of 
American  Portland  Cement  Manufacturers. 


ENDURANCE   OF    FOREIGN    REINFORCED    CONCRETE  1 7 


FOREIGN  COUNTRIES. 

Although  errors  in  design  have  caused  some  failures  on  the 
continent,  notably,  in  1900  the  foot  bridge  over  the  Ave. 
de  Suffren  at  the  Paris  Exhibition;  in  1901  a  restaurant 
and  hotel  at  Basel,  Switzerland  ;  in  1905  the  roof  of  the 
Madrid  reservoir;  in  1906  a  store  at  Berne  in  Switzerland ; 
and  in  1908  a  building  in  Milan ; — the  failures  due  to  the 
use  of  unsuitable  materials  and  to  ignorant  or  dishonest 
workmanship  are  less  frequent  on  the  continent  than  in 
America,  because  the  Government  rules  and  the  city  build- 
ing laws  governing  the  approval  of  designs  and  the  erection 
of  buildings,  bridges,  etc.,  are  rigidly  enforced,  and  thus 
prevent  the  erection  of  reinforced  concrete  structures  by 
incompetent  and  unscrupulous  contractors,  whose  work 
has  caused  the  collapse  of  a  number  of  buildings  in  the 
United  States.    This  is  particularly  true  in  Prussia,  Aus- 
tria, Hungary,  and  France. 
In  Great  Britain,  failures  are  now  much  less  frequent  than 
five  years  and  more  ago,  because  this  form  of  construc- 
tion is  now  mainly  intrusted  to  reliable  firms. 

The  writer's  study  of  the  facts  in  connection  with  each  of 
the  failures  Abroad  in  reinforced  concrete  construction, 
of  which  he  could  find  any  record,  has  led  him  to  the 
following  conclusions : — 

1.  The  number  of  failures  Abroad  has  been  very  few,  in 
comparison  with  the  multitude  and  variety  of  structures 
in  reinforced  concrete  which  have  been  erected  in  Great 
Britain  and  in  all  the  continental  countries  since  about 
1870,  when  this  form  of  construction  was  begun  in  a  prac- 
tical way  in  France. 

2.  The  failures  almost  invariably  occurred  during  construc- 
tion. 

3.  No  accident  or  failure,  has  been  traced  to  any  lack  of 
durability  or  inherent  weakness  in  reinforced  concrete  con- 
struction, on  the  contrary,  it  has  been  definitely  proved  that 
the  strength  of  concrete  increases  with  age,  up  to  three 
years  at  least. 


18 


REINFORCED  CONCRETE  IN  EUROPE 


4.  Defective  designs*  have  caused  a  number  of  failures 
Abroad;  the  usual  errors  are  insufficient  provision  against 
shear,  and  insufficient  dimensions  in  the  design.  Igno- 
rance of  the  theories  and  principles  involved  is  not  an 
argument  against  this  latest  form  of  construction. 

Similar  mistakes  in  the  design  of  buildings  or  bridges  built 
entirely  of  steel  have  also  led  to  failure, — witness  the  fol- 
lowing quotations,  from  the  Report  of  the  Royal  Commis- 
sion of  Inquiry  on  the  collapse  of  the  Quebec  steel  bridge 
occurring  on  August  29,  1907. 

"(a)  The  collapse  of  the  Quebec  Bridge  resulted  from  the 
failure  of  the  lower  chords  in  the  arch  or  arm  near  the  ' 
main  pier.    The  failure  of  these  chords  was  due  to 
their  defective  design. 

(e)  The  failure  cannot  be  attributed  directly  to  any  cause 
other  than  errors  of  judgment  on  the  part  of  these 
two  engineers  (P.  L.  Szlapka  of  the  Phoenix  Bridge 
Co.,  and  Theodore  Cooper,  Consulting  Engineer). 

(/)  The  work  done  by  the  Phoenix  Bridge  Co.  was  good, 
and  the  steel  used  was  of  good  quality.  The  serious 
defects,  were  fundamental  errors  in  design." 

5.  The  use  of  unsuitable  materials  has  been  the  cause  of 
some  failures  Abroad  in  reinforced  concrete  construction. 
The  danger  of  using  inferior  qualities  of  cement  is  now 
so  thoroughly  appreciated  Abroad,  that  the  recommended 
specifications  in  England  and  the  Government  rules  of  the 
continental  countries,  all  prescribe  that  only  Portland  ce- 
ment, meeting  their  standard  specifications,  shall  be  used 
in  reinforced  concrete  construction. 

The  quality  of  the  aggregates,  including  sand,  and  broken 
stone,  and  in  some  cases  sand  with  ashes,  or  sand  with 
coke  breeze  are  of  equal  importance  because  a  weak  ag- 
gregate will  make  a  weak  concrete,  and  the  strength  of 
such  a  concrete  can  not  be  increased  by  increasing  the 
proportion  of  the  Portland  cement. 

*  Under  this  head,  the  writer  includes  the  error  in  adopting,  under  some  circum- 
stances, for  important  reinforced  Columns,  a  special  form  of  Bar  obviously  designed 
especially  for  beams,  floors,  and  other  horizontal  constructions,  instead  of  choosing 
another  "  System"  particularly  adapted  to  Column  reinforcement. 


ENDURANCE   OF   FOREIGN   REINFORCED   CONCRETE  19 

The  ingredients  of  the  concrete  must  also  be  of  a  uniform 
quality  as  otherwise  the  concrete  will  be  of  different 
strengths,  in  different  parts  of  the  structure. 

The  only  failures  traced  to  the  metal  reinforcement,  were 
cases  of  careless  welding  at  critical  points. 

The  use  of  sea  water  or  water  containing  ingredients  which 
act  chemically  upon  the  cement  or  the  aggregates,  has 
caused  subsequent  disintegration  of  the  concrete.  All 
current  foreign  specifications  now  emphasize  that  only 
clean  water,  free  from  such  chemical  agents  must  be 
used. 

An  inferior  quality  of  timber  may,  by  twisting  or  shaking 
disturb  the  concrete  while  setting  and  thus  damage  the 
structure  to  such  an  extent  as  to  cause  subsequent  failure. 

6.  Careless  or  inexperienced  workmanship,  even  when  the 
design  was  good  and  the  best  materials  were  used  has 
caused  some  early  failures  Abroad. 

Under  this  heading  the  usual  mistakes  have  been: 

(a)    Incorrect  proportions,  or  the  failure  to  maintain 
the  correct  proportions  of  the  ingredients  of  the  con- 
crete, including  the  water. 
(6)    The  insufficient  mixing  of  the  ingredients. 

(c)  Careless  "punning"  or  ramming,  thereby  leaving  voids 
in  the  concrete,  and  failing  to  make  the  concrete  slush 
against  the  steel,  and  adhere  at  every  point. 

(d)  Displacement  of  the  reinforcing  bars  by  careless 
ramming  or  puddling. 

(e)  Vibrations  of  the  concrete  while  setting. 

(/)  Badly  designed  or  constructed  centering  and  false- 
work, deficient  in  rigidity. 

(g)  The  too  early  striking  of  the  centres  and  falsework, 
that  is,  before  the  concrete  had  properly  set. 

7.  Failures  have  occurred  by  overstraining  and  weakening 
a  properly  designed  and  erected  reinforced  concrete  con- 
struction, either  by  applying  the  test  load  for  acceptance, 
before  the  concrete  has  had  time  to  thoroughly  harden, 
or  by  the  too  early  use,  of  a  floor  for  instance,  up  to  the 
maximum  load  for  which  it  has  been  designed. 


REINFORCED  CONCRETE  IN  EUROPE 


In  England  it  is  now  considered  that  two  and  one-half  to 
three  months  should  elapse  before  the  tost  load  is  applied, 
and  which  load  naturally  should  not  exceed  the  maxi- 
mum calculated  load. 

It  is  manifestly  unfair  to  this  method  of  construction,  to 
subject  it  to  tests  before  the  concrete  has  completely 
hardened  and  set. 

8.  Long  prior  notice  of  the  approach  of  failure.  A  valu- 
able property  of  reinforced  concrete  construction  is  that 
a  finished  properly  designed  structure,  if  overstrained, 
gives  ample  warning  before  giving  way. 

For  example  a  reinforced  concrete  T-beam  has  been  under 
an  endurance  test  at  Calais  in  France,  since  1898.  The 
beam  was  designed  to  carry  a  load  of  4  tons.  In  Novem- 
ber, 1898,  it  was  loaded  with  34  tons,  or  8^2  times  its 
calculated  load;  this  overweight  caused  cracking  in  the 
centre  of  the  span,  consisting  of  4  fissures  extending  well 
up  into  the  upper  portion  of  the  beam.  This  overload 
of  34  tons  has  since  remained  on  the  beam,  which  to 
date,  Sept.,  1908,  has  not  developed  new  cracks,  or  en- 
larged the  old  ones,  nor  increased  the  deflection  beyond 
that  produced  when  the  beam  was  first  overloaded. 

The  following  series  of  tests  on  arches,  carried  out  by  the 
Commission  of  the  Society  of  Austrian  Engineers  and 
Architects  also  prove  that  reinforced  concrete  fails  only 
gradually.  The  four  arches  which  were  constructed  of 
ashlar,  brick,  ordinary  concrete  and  reinforced  concrete 
were  each  of  23  meters  (753/2  feet)  span.  The  excess  of 
load  producing  failure,  in  proportion  to  the  load  which 
produced  the  finst  crack  was  as  follows: — 

For  ashlar  arches  30  per  cent. 

For  brickwork  arches  59  per  cent. 

For  concrete  arches   31  per  cent. 

For  reinforced  concrete  arches  85  per  cent. 

9.  Conclusions.  The  foregoing  outline  of  the  factors  which 
have  caused  failures  in  reinforced  concrete  construction 
Abroad,  shows  that  in  no  case  can  this  economic  form  of 


ENDURANCE    OF    FOREIGN    REINFORCED    CONCRETE  21 


construction  be  blamed  when,  in  all  respects,  properly 
executed. 

Within  the  last  few  years,  the  passing  and  rigid  enforce- 
ment of  good  building  laws  Abroad,  has  practically  elimi- 
nated the  chief  former  element  of  danger  in  reinforced 
concrete  construction,  namely,  the  incompetent  and  un- 
scrupulous contractor,  whose  criminal  negligence  would 
cause  the  failure  or  collapse  of  any  form  of  construction. 

Furthermore,  in  all  foreign  countries,  the  possible  economies 
in  reinforced  concrete  construction  are  now  so  thoroughly 
recognized  that  two  influences  are  actively  at  work  which 
will  eliminate  the  other  possible  causes  of  failure,  defec- 
tive design  and  unsuitable  material. 

The  writer  refers  to  the  large  number  of  foreign  scientific 
institutions  and  bodies,  in  some  countries  under  the  sup- 
port of  the  Government,  which  are  now  devoting  their 
best  energies  to  perfecting  the  theories  and  principles  in- 
volved, and  to  the  publicity  which  is  now  being  given  to 
the  results  of  their  studies  both  in  periodic  literature  and  in 
ithe  recent  books  devoted  entirely  to  this  subject  and  to  the 
publication  of  excellent  rules  and  specifications  Dy  the 
trade. 

Also  to  the  increasing  number  of  reliable  foreign  engineer- 
ing firms,  as  well  as  companies  controlling  special  "Sys- 
tems," which  has  created  a  rivalry  and  commercial  com- 
petition, which  now  insures  at  low  cost,  the  necessary 
careful  attention  to  materials  and  workmanship,  and  with- 
out which,  failure  is  liable  to  occur,  no  matter  how  the- 
oretically perfect  the  design  may  be.  This  eliminates 
the  former  practice  of  obtaining  the  designs  from  some 
specialist  of  high  standing  and  then  assigning  the  work 
to  the  lowest  bidder  in  open  competition. 

The  use  of  proper  materials  Abroad  is  now  assured  by  the 
enforcement  of  the  rules  and  specifications  quoted  in  this 
report,  and  which  in  most  countries  have  the  official  sanc- 
tion and  support  of  the  Government. 


FOREIGN  SYSTEMS  OF  REINFORCED  CONCRETE 
CONSTRUCTION. 

Much  time  was  occupied  during  the  writer's  personal  visit  to 
England  and  each  of  the  principal  continental  countries,  in  com- 
plying with  the  request  of  the  subscribers  for  full  information 
as  to  the  systems  of  reinforced  concrete  construction  used  Abroad. 
The  following  is  a  summary  of  the  information  collected  and 
which  is  reported  on  more  in  detail  in  the  pages  immediately 
following**. 

INTRODUCTION  INCLUDING:— 

Definition  of  the  term  "System." 

Non-patentability  of  reinforced  concrete  construction. 
Discussion  of  the  systems  by  countries  in  which  they  origin- 
ated. 

Alphabetical  list  of  the  144  systems,  with  address  of  the 
inventor  or  owner. 

ENGLISH  SYSTEMS. 

Twenty-two  (22)  systems  of  English  origin,  and  thirteen 

(13)  of  foreign  origin,  are  in  use. 
Forms  of  reinforcing  bars  used. 

Alphabetical  list  of  the  twenty-two  (22)  English  systems. 

GERMAN  SYSTEMS. 

Fifty-four   (54)   systems  of  German  origin. 
Patents  still  valid  for  only  17  of  these  systems. 
Valid  German  patents  of  systems  not  of  German  origin. 
Forms  of  reinforcing  bars  used. 

Alphabetical  list  of  the  fifty-four  (54)  German  systems, 
with  those  marked  for  which  the  German  patents  are  still 
valid. 

German  constructions  not  usually  confined  to  one  system. 
FRENCH  SYSTEMS. 

Twenty-one  (21)  systems  of  French  origin. 

Only  two  systems  use  special  forms  of  bars. 

Alphabetical  list  of  the  twenty-one  (21)  French  systems. 


FOREIGN   SYSTEMS  OF  REINFORCED  CONCRETE 


23 


AUSTRIAN  SYSTEMS. 

Six  (6)  systems  of  Austrian  origin. 

None  use  special  shaped  bars. 
HUNGARIAN  SYSTEMS. 

Four  (4)  systems  of  Hungarian  origin. 

None  use  special  shaped  bars. 
SWISS  SYSTEMS. 

Four  (4)  systems  of  Swiss  origin. 

None  use  special  shaped  bars. 
ITALIAN  SYSTEMS. 

Six  (6)  systems  claimed  to  be  of  Italian  origin. 

None  use  special  shaped  bars. 
DUTCH  SYSTEMS. 

Two  (2)  systems  have  been  developed  in  Holland. 

Neither  use  special  shaped  bars. 
OTHER  CONTINENTAL  COUNTRIES,  SYSTEMS  OF 

Spain. 

Norway. 

Belgium. 

Denmark. 

Sweden. 

Russia. 

» 

Portugal. 
Balkan  States. 

SYSTEMS  OF  DOUBTFUL  ORIGIN,  BUT  DOUBTLESS  MOSTLY  GER- 
MAN OR  FRENCH. 

Only  one  out  of  twenty-three  (23)  uses  a  special  shaped 
bar. 

Alphabetical  list  of  twenty-three  (23)  systems. 
FOREIGN  AGENCIES  OF    AMERICAN    SYSTEMS    OF  REINFORCED 
CONSTRUCTION. 

Foreign  addresses  of  the  six  (6)  American  systems  used 
Abroad. 

ALPHABETICAL  LIST  OF  THE  144  FOREIGN  SYSTEMS  OF  REIN- 
FORCED CONCRETE  CONSTRUCTION. 

With  address  of  the  inventor  or  owner  of  each  system,  and 
a  concise  description  of  its  special  features. 
(See  Appendix  No.  I.) 


24 


KEINFORCED  CONCRETE  IN  EUROPE 


FOREIGN  SYSTEMS  OF  REINFORCED  CONCRETE 
CONSTRUCTION. 

INTRODUCTION. 

In  this  report,  for  the  sake  of  simplicity,  the  term  "Sys- 
tem" has  been  taken  in  its  broadest  sense,  and  every 
company,  or  individual  that  the  writer  found  using  a  dis- 
tinctly special  feature  in  connection  with  this  method  of 
construction,  has  been  included  in  the  list  of  systems  of 
reinforcement,  now  in  use  in  each  country,  although  the 
"feature"  more  often  than  not,  should  not  be  dignified 
as  a  "System." 

Of  course,  the  systems  include  those  in  which  the  parts  are 
moulded,  and  allowed  to  harden  before  use,  as  well  a$ 
those  in  which  the  work  is  built  in  place. 

Some  systems  employ  a  specially  shaped  section  of  rein- 
forcing metal,  some  adopt  a  peculiar  arrangement  of  the 
ordinary  rolled  rounds,  squares,  flats  and  standard  struc- 
tural shapes,  while  others  have  both  special  sections  and 
special  methods  of  employing  them. 
NON-PATENTABILITY  OF  REINFORCED  CONCRETE  CONSTRUCTION. 

The  main  principles  of  this  form  of  construction  are  not 
patented,  in  fact  they  are  impatentable.  The  patents  on  the 
older  foreign  systems,  such  for  example  as  "Monier"  have 
expired.  There  are  so  many  methods  of  embedding  steel 
in  concrete,  and  by  which  the  desired  results  are  assured, 
that  in  each  foreign  country,  an  engineer  or  architect  is 
practically  free,  or  at  most  he  need  only  apply  for  the 
rights  to  use  some  special  feature  in  some  detail  of  his 
work. 

DISCUSSION  OF  THE  SYSTEMS  BY  COUNTRIES  IN  WHICH  THEY' 
ORIGINATED. 

The  following  pages  discuss  a  total  of  144  "Systems"  of 

foreign  origin  for  reinforced  concrete  construction. 
The  systems  are  classified  according  to  the  country  in  which 

they  originated  and  in  each  case  those  using  specially 

shaped  reinforcing  bars  are  mentioned. 
Six  American  systems  now  having  foreign  agencies  are  also 

mentioned,  and  the  addresses  of  the  agencies  are  given. 


FOREIGN   SYSTEMS  OF  REINFORCED  CONCRETE 


25 


ALPHABETICAL  LIST  OF  THE  SYSTEMS  WITH  ADDRESSES  OF  THE 
INVENTOR  OR  OWNER. 

In  addition  to  this  discussion  by  countries,  a  list  of  these 
144  foreign  systems,  arranged  alphabetically  has  been 
prepared  and  with  but  few  exceptions,  where  information 
could  not  be  obtained,  the  address  of  inventor  or  owner 
and  a  concise  description  of  the  system  is  given.  This 
alphabetical  list  will  be  found  in  Appendix  I  to  this  re- 
port, pages  1 19-147. 

English  Systems  of  Reinforced  Concrete  Construction. 

A  list  is  given  below  of  22  "Systems"  of  reinforced  concrete 
construction  known  to  be  of  English  origin. 

To  complete  the  list  of  the  systems  actually  in  u»se  in  Great 
Britain,  the  following  13  systems  of  foreign  origin  must  be  added 
and  which  are  described  in  Appendix  No.  1. 

Foreign  Systems  in  Use  in  Great  Britain  of 
French  origin  German  origin      American  origin 

Bonna  Custodis  Columbian 

Coignet  Herbst  Expanded  metal 

Considere  Koenen  Indented  bar 

Hennebique  Kahn 

Simplex 
Weber 

Forms  of  Reinforcing  Bars  Used. 

Of  the  22  English  systems,  6  use  special  forms  of  bars  for 
reinforcement,  as  follows:    The  other  16,  use  rounds,  squares, 
flats  and  standard  structural  shapes;  2  of  these  16  use  a  patented 
stirrup  or  clip. 
HODKIN  JONES. 

Special  rolled  bars  having  3  corrugations  in  their  width 
and  which  bars  fit  vertically  into  pierced  and  bent  plates. 
HOMAN. 

Waved  T-bars. 
METAL  LADDER  TAPE. 

Steel  strips  split  at  intervals  into  a  ladder-like  form  and 
furnished  in  coils. 


36  REINFORCED  CONCRETE  IN  EUROPE 

PERFECTOR. 

Round  rod  with  flat  flange  below,  slotted  horizontally  or 
at  450  for  rigid  insertion  of  stirrups  at  any  spacing  de- 
sired. 
RIDLEY- CAMMEL. 

Dove-tailed  corrugated  sheeting. 
SKELETON. 

Special  skeleton  split  and  expanded  from  bars  or  bands 
into  girder-like  forms. 

Of  the  i3  Systems  in  Use  in  Great  Britain,  but  of  Foreign  Origin, 

6  use  Special  Forms  of  Reinforcing  Bars  as  Follows  : 
BONNA. 

Rolled  steel  in  form  of  Latin  cross. 
HERBST. 

Flat  bars  corrugated  in  rolling. 
COLUMBIAN. 

Specially  rolled  ribbed  bars  supported  by  special  straps. 
EXPANDED  METAL. 

Sheets  or  plates,  slotted  and  pulled  out  laterally  in  one 
operation  forming  a  diamond  shaped  mesh  work. 
INDENTED  BAR. 

Rolled  steel  bars  of  square  section  with  corrugations  extend- 
ing across  the  whole  width  of  all  four  sides. 

KAHN. 

A  diamond  section  with  the  stirrup  forming  part  of  the 
bar,  and  made  of  sheared  sections  of  two  webs  or  wings 
of  the  rolled  section. 

This  use  in  England  of  a  total  of  12  special  forms  of  rein- 
forcing bars,  is  in  marked  comparison  to  continental  prac- 
tice, where,  as  will  be  shown  later,  rounds,  Hats  or  stan- 
dard structural  shapes  are  almost  universally  used. 

Alphabetical  List  of  the  22  English  Systems  of  Reinforced 
Concrete  Construction. 


Adamant 
British 


FOREIGN   SYSTEMS  OF  REINFORCED  'CONCRETE  2" 


Chain  concrete 
Cruciform 
Dawney 
Ellis 

Hodkin-Jones 
Homan 

Improved  Construction 
Johnson's  Wire  Lattice 
Kleine 
Lindsay 

Metal  Ladder  Tape 

Perfector 

Potter 

Ridley-Cammel 

Skeleton. 

Somerville 

U.  K. 

Wells 

Wilkinson 

Williams. 

German  Systems  of  Reinforced  Concrete  Construction. 

The  following  54  "Systems"  are  known  to  the  writer  to  be 
of  German  origin.  Some  of  these  however  have  never  been 
introduced  to  any  extent. 

To  this  large  number  which  is  a  striking  evidence  of  the  inde- 
pendence of  the  German  engineer  and  the  thorough  study  he 
has  made  of  this  subject,  should  undoubtedly  be  added  quite  a 
number  of  the  23  systems  classified  elsewhere  as  of  "unknown" 
origin. 

Contractors  are  free  to  use  any  of  these  "Systems"  of  con- 
struction except  the  17  marked  "Patented"  and  for  which  the 
German  Patents  are  still  (Sept.  I,  1907)  valid. 

There  are  7  other  valid  German  Patents  of  systems  not  of 
German  origin  and  on  which  a  royalty  must  also  be  paid.  These 
are  as  follows : 


28 


REINFORCED  CONCRETE  IN  EUROPE 


Origin 

Ger.  patent  No. 

Date 

Patentee 

Hungary 

83,939 

Feb.  3,  1895 

Matrai 

176,885 

Dec.  25,  1904 

Kovacs 

Austria 

163,838 

Sept.  9,  1902 

Visintini 

<  < 

179,366 

May  4,  1905 

Visintini 

France 

126,312 

Sept.  2,  1897 

Hennebique 

<  < 

149*944 

May  10,  1902 

Considere 

U.  S.  A. 

173,118 

Oct.  20,  '1903 

Kahn 

Of  the  following  54  "Systems"  of  German  origin  only  the  fol- 
lowing 6  cover  special  shaped  bans.  All  the  others  use  either 
rolled  rounds,  flats  or  some  of  the  German  standard  shapes  of 
structural  steel. 


German  Systems  with  Special  Shaped  Bars. 

DOUCAS. 

A  bar  of  round  or  in  larger  sizes  of  a  diamond-shaped  sec- 
tion with  two  opposite  webs  or  wings  attached,  which  are 
waved  in  the  operation  of  rolling. 

FRANKE. 

Inverted  T  with  top  leg  rolled  into  conical  waves. 
HABRICH. 

Flat  bars  twisted  when  hot. 
HERBST. 

Flat  bars  corrugated  in  rolling. 
POHLMANN. 

Rolled  bulbed  section,  in  the  web  of  which  are  cut  octago- 
nal holes  at  frequent  intervals  and  in  which  are  fitted 
hooped  stirrups  set  at  any  angle  or  spacing  desired. 
MANNSTAEDT. 

The  rolling  mills  of  L.  Mannstaedt  &  Cie  A.  G.  make  12 
different  special  shapes,  including  one  plain  U ;  three 
special  LPs;  one  bent  flat;  three  flats  with  patterned 
surfaces;  two  triangular  bars  with  a  patterned  surface 
and  two  T-bar»s  with  a  patterned  surface. 

These  are  illustrated  in  Beton-Kalendar,  Part  I,  1908,  pp. 
149-150. 


FOREIGN   SYSTEMS  OF  REINFORCED  CONCRETE 


29 


Alphabetical  List  of  the  54  German  "  Systems  "  of  Reinforced 
Concrete  Construction.    The  German  Patents  were  Still 
Valid  September  1,  1907,  of  the  i7  Systems 


Marked  "  Patented.' ' 

Ackermann  Krauss  (Patented) 

Bayer  (Patented)        Leschinsky  (Patented) 

Becher  Lilienthal  (Patented) 

Bramigk  Lolat  (Patented) 

Bruckner        (Patented)  Luipold 
Bulla  (Patented)        Manke  (Patented) 

Custodis  Mannstaedt 
Deumling  Moller 
Dietrichkeit  Miiller 
Doucas  Pinkemeyer 
Ebert  (Patented)         Pohlmann  (Patented) 

Uggert  Potsch    (Massivdecke  "Ger- 

mania") 

PYanke  Priiss 
TYaulob  Rabbitz 
Gasterstadt  Ramisch 
Habrich  Sachse 
Helm  (Patented)  Schliiter 

Herbst  Schweitzer 
Holzer  Sohnius 

Kiefer  Strauss  &  Ruff  (Drahtziegel) 

Kisse  (Patented)        Stolte  (Patented) 

Klein  Wayss 
Klett   *  Weyhe  (Victoria  Decke; 

(Patented) 

Knauer  Wissel  (Patented) 

Koenen  (Patented)  Wolle 

Kosten  Ziegler 

Zimmer 

Zollner  (Patented) 


German  Constructions  not  Usually  Confined  to  One  System. 

'When  using  reinforced  concrete  for  all  portions  of  a  build- 
ing including  the  foundations,  floor,  walls,  partitions  and  roof, 
it  is  not  the  custom  in  Germany  to  use  any  one  so-called  "Sys- 
tem." 


30  REINFORCED  CONCRETE  IN  EUROPE 

German  engineers  incline  toward  a  greater  freedom  of  design 
than  is  possible  when  using  any  single  "System." 

The  following  quotations  from  letters  received  from  leading 

German  contractors  are  characteristic  of  the  replies  received  to 

inquiries  as  to  the  system  used  by  them. 

CEMENTBAU — A.  G.  HANNOVER,  JULY  14,  1908. 

"In  Germany,  we  do  not  work  to  any  one  System,  because  of 
the  Government  Reinforced  Concrete  Regulations  and  because  it  is 
difficult  to  obtain  German  Patents  for  special  systems." 

FRANZ  SCHLUTER,  DORTMUND,  SEPTEMBER  9,  1908. 

"Because  of  the  Ministerial  Regulations  governing  the  calculation 
and  erection  of  reinforced  concrete  constructions,  we  can  no  longer 
in  Germany  recognize  certain  systems  of  reinforcement.  The  con- 
structions of  the  different  firms  differ  only  in  small  details  as  per 
example,  in  the  use  of  stirrups,  and  in  the  methods  of  bending 
the  rods." 

KAMPMANN  &  CIE.,  GRAUDENZ. 

"In  Germany  the  use  of  the  well  known  Systems  of  Hennebique, 
Considere,  Koenen,  Siegwart,  etc.,  is  now  very  limited  because  the 
erection  of  Reinforced  Concrete  Buildings  must  be  in  accordance 
with  the  Government  Rules." 

French  Systems  of  Reinforced  Concrete  Construction. 

A  list  is  given  below  of  21  "Systems"  known  to  the  writer 
to  be  of  French  origin.  To  this,  a  number  of  the  23 
systems  classified  elsewhere  as  of  "unknown"  origin 
should  undoubtedly  be  added. 

Of  these  21  systems,  only  two  use  special  shaped  bars.  The 
Bonna  has  a  latin  cross.  The  Bordenave  uses  a  special 
small  I  section. 

In  the  Monier  system,  the  pioneer  in  this  form  of  con- 
struction, a  trellis  of  round  rods  or  wire  is  used.  Demav 
uses  flat  bans.  The  remaining  17  all  use  round  rods,  in 
4  cases  with  the  addition  of  T  angles,  flats  and  net  work. 

Alphabetical  List  of  the  21  French  Systems  of  Reinforced 
Concrete  Construction. 

Bonna 
Bordenave 
Boussiron  et  Garric 


FOREIGN   SYSTEMS  OF  REINFORCED  CONCRETE  3 1 

Chassin 

Chaudy 

Coignet 

Considere 

Cottancin 

Coularou 

Degon 

Demay 

Guillemet 

Hennebique 

Lang 

Monier 

iMollaret  et  Cuynat 
Nivet 

Harel  de  la  Noe 
Pavin  de  Lafarge 
Piketty 
Viennot. 

Austrian  Systems  of  Reinforced  Concrete  Construction. 

There  are  but  six  "Systems"  that  can  be  classified  as  of 
Austrian  origin.  In  the  order  of  importance  these  are 
Melan,  Visintini,  Ast-Mollins,  Milankovitch,  Schnell  and 
Thurl. 

None  of  these  six  systems  use  any  special  form  of  rolled 
shapes. 

The  Visintini  system  is  classified  here  because  Visintini  is  an 
Austrian  by  birth,  although  he  was  located  in  Zurich  when 
he  took  out  his  patent's  and  his  beams  were  first  intro- 
duced in  Hungary. 

The  reason  why  so  few  systems  have  developed  in  Austria 
is  because  of  the  early  introduction  of  the  Monier 
(French)  system.  Monier's  Austrian  patents  were  bought 
in  1880  by  R.  Schustler  who  was  afterwards  joined  by 
G.  A.  Wayss. 

The  progress  of  reinforced  concrete  construction  in  Aus- 
tria is  largely  due  to  Dr.  F.  von  Emperger,  who  began 
writing  on  this  subject  in  1897.    He  is  the  compiler  of 


REINFORCED  CONCRETE  IN  EUROPE 

the  most  recent  and  important  work  on  this  subject,  and 
also  the  editor  of  "Beton  &  Eisen." 

Hungarian  Systems  of  Reinforced  Concrete  Construction. 

There  are  four  "Systems"  of  reinforced  concrete  construc- 
tion of  Hungarian  origin. 

The  Wunsch,  introduced  in  1886,  the  Matrai  in  1893,  the 
Kossalka  in  1902  and  that  of  Kovacs  &  Reszd  in  1904,. 
which,  in  comparison  with  the  other  three  systems,  is  of 
much  less  importance. 

None  of  these  systems  use  any  special  form  of  reinforc- 
ing bar. 

The  Monier  (French)  system  was  introduced  in  Hungary 
in  1887  by  G.  A.  Wayss  of  Germany,  and  the  Visintini 
(Austrian)  system  in  1903  by  Joseph  Schustler. 

Swiss  Systems  of  Reinforced  Concrete  Construction. 

There  are  four  "Systems"  of  reinforced  concrete  construc- 
tion originating  in  Switzerland,  all  applicable  to  beam 
construction. — 

The  Siegwart,  the  de  Valliere,  the  Walser-Gerard  and  the 

Locher  systems. 
The  first  three  mentioned  use  round  rods  for  reinforcement;, 

the  Locher  uses  plain  flat  bars. 

Italian  Systems  of  Reinforced  Concrete  Construction. 

Although  a  patent  was  taken  out  in  Italy  in  March,  1883, 
by  Angelo  Lanzoni  of  Pavia,  this  system  of  construction 
was  not  introduced  in  Italy  until  after  Italians  had  seen  the 
reinforced  concrete  construction  at  the  Paris  Exposition  of 
1900  and,  as  but  little  was  also  known  in  Italy  of  the 
theory  before  1900,  it  is  natural  that  most  Italian  construc- 
tion so  far  has  been  by  the  systems  of  other  countries 

The  claim  is  made  that  there  are  six  "Systems"  of  Italian 
origin,  Lanzoni,  Baroni-Liilung,  Bianchi,  Gabellini, 
Odorico  and  Maciachini. 

In  none  of  these  are  any  special  forms  of  bars  used. 

So  far  the  most  important  constructions  in  Italy  have  been 
by  the  systems  of  other  countries. 


FOREIGN   SYSTEMS  OF  REINFORCED  CONCRETE  33 

Dutch  Systems  of  Reinforced  Concrete  Construction. 

For  many  years  a  strong  and  unjust  prejudice  has  existed 
among  these  naturally  conservative  people,  against  this 
form  of  construction  and  in  fact  against  the  use  of  con- 
crete alone.  The  constructions  of  the  Paris  Exposition 
of  1900  drew  marked  attention  to  the  matter  and  now  re- 
inforced concrete  has  been  used  for  many  applications 
in  Holland. 

Two  "Systems"  can  be  said  to  have  been  developed.  Tha: 

of  Sanders  and  that  of  de  Muralt. 
In  the  former  round  rods  are  used,  in  the  latter  "expanded 

metal/' 

Systems  of  Reinforced  Concrete  Construction  in  Other 
Continental  Countries. 

SPAIN. 

One  "System"  devised  by  Ribera,  a  Spanish  Engineer,  in 
which  angles  and  wire  lattice  are  used. 

NORWAY. 

One  "System"  devised  by  Lund,  and  in  which  round  rods 
are  used. 

BELGIUM. 

The  Hennebique  system  might  be  classified  here,  as  he  con- 
structed floors  in  Belgium  in  1879,  l°ng  before  his  first 
patents.  However,  as  his  early  applications  of  his  pat- 
ents were  made  in  France,  and  as  his  head  office  has  long 
been  in  Paris,  the  system  is  classified  as  French. 

DENMARK. 

No  systems  of  reinforced  concrete  have  originated  in  Den- 
mark. This  form  of  construction  has  been  used  in  Den- 
mark since  1891,  the  earliest  applications  being  floors  for 
the  National  Gallery  at  Copenhagen,  a  roof  for  a  glass 
works  and  a  breakwater  outside  the  Copenhagen  free 
harbor. 

No  special  shapes  of  bars  are  used,  the  reinforcement  being 
most  often  rounds  of  standard  quality  of  soft  steel. 


34 


REINFORCED  CONCRETE  IN  EUROPE 


SWEDEN. 

The  adoption  of  reinforced  concrete  for  house  and  factory 
construction,  and  bridges,  has  been  slow  in  Sweden,  though 
of  late  years  it  has  become  a  factor  in  some  important 
constructions  and  it  will  find  a  field  in  future  in  hydro- 
electric installations. 

No  systems  of  reinforcement  have  originated  in  Sweden. 
OTHER  CONTINENTAL  COUNTRIES. 

No  record  could  be  found  of  any  systems  originating  in  the 
other  continental  countries,  Russia,  Portugal,  and  the 
Balkan  states. 

Systems  of  Doubtful  Origin,  but  Doubtless  Mostly 
German  or  French. 

Besides  the  121  "Systems"  of  reinforced  concrete  construc- 
tion, known  to  have  originated  in  England,  Germany, 
France,  Austria,  Hungary,  Switzerland,  Italy,  Holland, 
Spain  and  Norway,  the  writer  has  collected  information 
from  various  sources,  about  the  23  following  systems,  so 
that  no  less  than  144  foreign  "Systems/'  using  that  term 
in  its  broadest  sense,  are  described  in  this  report. 

It  is  safe  to  say  that  the  majority  of  these  23  systems  are 
of  German  or  French  origin. 

In  only  one  case,  the  de  Mann  system,  is  a  special  bar  used, 
a  twisted  or  crimped  bar.  All  the  others  use  wire,  rolled 
rounds,  flats  or  standard  structural  shapes. 

Alphabetical  List  of  the  23  Systems  of  Doubtful  Origin, 
but  Doubtless  Mostly  German  or  French. 

Ambrosius 

Beny 

Bruno 

Corradini 

Cracoanu 

Czarnikow 

Donath 

Dumas 

Fichtner 

Hugnet 


FOREIGN   SYSTEMS  OF  REINFORCED  CONCRETE  35 

Kemnitz 

Kohlmetz 

Kuhlmeyer 

Lefort 

De  Mann 

Neville 

Opelt  &  Hennersdorf 

Parmley 

Perrand 

Picq 

Pratt 

Rossi 

Stapf 

Foreign  Agencies  of  American  Systems  of  Reinforced 
Concrete  Construction. 

The  writer  is  acquainted  with  32  "Systems"  of  American  origin, 
but  as  this  Report  is  confined  to  foreign  practice,  mention  will 
only  be  made  of  the  present  addresses  of  the  foreign  agencies 
of  the  six  of  these  American  systems  which  have  so  far  been 
introduced  in  England  and  on  the  continent. 

COLUMBIAN. 

Columbian  Fireproofing  Co.,  Ltd.,  37  King  William  St., 
London,  E.  C. 

EXPANDED  METAL 

The  Expanded  Metal  Co.,  Ltd.,  York  Mansion,  West- 
minster, London,  S.  W. 

Societe  du  Melat  Deploye,  11  Place  de  la  Madelene,  Paris. 
Schiichterman  &  Kremer,  Dortmund,  (Germany). 

INDENTED  BAR. 

Patent  Indented  Steel  Bar  Co.,  Ltd.,  Queen  Anne's  Cham- 
bers, Westminster,  London,  S.  W. 

A.  L.  Johnson,  51  rue  du  Faubourg  Poissoniere,  Paris. 

KAHN. 

Trussed  Concrete  Steel  Co.,  Ltd.,  60  Caxton  House,  West- 
minster, London,  S.  W. 


36 


REINFORCED  CONCRETE  IN  EUROPE 


SIMPLEX. 

Simplex  Concrete  Piles,  Ltd.,  Caxton  House,  Westminster, 
London,  S.  W. 

N.  Devaux,  114  rue  Mozart,  Paris. 

W.  A.  Groninger,  Borsen  Nebengebaude,  Bremen  (Ger- 
many). 
WEBER. 

Weber  Concrete  Construction  Co.,  Ltd.,  Queen  Anne's 
Chambers,  Westminster,  London,  S.  W. 


MECHANICAL  BOND  AND  FORMS  OF  BARS. 


INTRODUCTION. 

Of  late  years,  there  has  developed  a  decided  preference 
both  in  Great  Britain  and  on  the  Continent,  to  no  longer 
place  entire  reliance  upon  adhesion  to  care  for  the  horizontal 
shear,  but  rather  to  follow  the  practice,  already  popular  in 
America,  of  mechanical  bonding.  This  statement  applies 
particularly  to  beam  reinforcement. 

The  feeling  is  that  while  it  is  safe  to  depend  upon  ad- 
hesion alone,  where  proper  shearing  values  have  been  usedf 
that  there  is  no  harm,  and  it  is  sometimes  an  advantage,  to 
supplement  this  by  some  form  of  mechanical  bond. 

There  are  many  methods,  equally  efficient,  by  which  slip- 
ping can  be  prevented  so  that  entire  reliance  need  not  be 
placed  upon  adhesion  to  care  for  the  horizontal  shear. 

In  the  older  systems,  the  necessary  transverse  reinforce- 
ment to  insure  mechanical  bonding  is  obtained  by  the  use 
of  plain  bars  in  the  form  of  stirrups,  usually  rounds  01  flats. 

Naturally  the  recognition  of  the  necessity  of  mechanical 
bonding  has  brought  into  favor  the  so-called  "deformed" 
bars  and  many  forms  of  patented  special  shapes  with  sup- 
plementary vertical  or  oblique  rods,  straps,  stirrups  and 
clips,  which  are  preferably  either  rigidly  attached  to  or 
made  a  part  of  the  main  reinforcing  bar,  so  as  to  prevent 
slipping. 

Spacing  bars  and  spacing  chairs  are  also  used  for  this 
purpose. 

To  summarize  the  diversity  of  opinions  of  how  the  neces- 
sary mechanical  bonding  can  be  best  insured,  is  impossible. 
The  only  course  left,  in  endeavoring  to  fulfill  the  writer's 
duty  of  reporting  on  foreign  practice,  is  to  present  the  fol- 
lowing table  showing  the  number  of  foreign  systems  of  each 
country  which  use  specially  shaped  reinforcing  bars,  and  to 
supplement  this  table  by  quoting  a  few  opinions  from  authori- 
ties in  England,  France,  Germany,  Austria,  and  Switzer- 
land. 


38 


REINFORCED  CONCRETE  IN  EUROPE 


Table  Showing  the  Number  of  Foreign  Systems  of  Each 
Country  which  Use  Specially  Shaped,  or  "  De- 
formed," Bars  for  Reinforcement. 

Number  using  Number  using 

Systems  origin-                Total  specially  rounds,  flats 

ating  in                     number  shaped  bars  .  or  profiles 

Oermany                         54  6  48 

France                           21  2  19 

Austria                             6  o  6 

Hungary                          4  0.  4 

Switzerland                       4  0  4 

Italy                                6  o  6 

Holland                            2  1  1 

Spain                                1  o  1 

Norway                            1  o  1 

Origin    doubtful,  but 

mostly  Continental  -23  1  22 

Total  continental.         122  10  112 

England   22  6  16 

In  use  in  England  but 

orginated  elsewhere.     13  6  7 

Total  for  England  35  12  23 

Grand  total   157  22  135 

This  table  includes  the  144  foreign  systems  discussed  else- 
where and  also  13  systems  (6  of  them  American)  in  use  in 
England  but  originating  in  other  countries. 

The  table  shows  to  what  a  small  extent  on  the  continent, 
special  shaped  bars  are  used,  the  mechanical  bonding  being 
obtained  by  transverse  reinforcement  using  plain  bars. 

In  England,  on  the  contrary,  out  of  the  35  systems  in 
use,  12  have  special  shaped  or  "deformed"  bars. 
'    As  stated  above,  it  was  found  impossible  to  summarize 
the  diversity  of  opinions  as  to  how  the  necessary  mechanical 
bonding  can  be  best  assured. 

The  following  opinions  from  leading  authorities  in  each 
country,  or  quotations  from  government  rules  are  therefore 
submitted : — 


MECHANICAL  BOND  AND  FORMS  OF  BARS 


39 


England. 

CHARLES  F.  MARSH. 

Author  of  "Reinforced  Concrete,  1906"  and  "Manual  of 
Reinforced  Concrete,  1908." 

Memoranda  of  an  interview  in  July,  1908. 

With  regard  to  the  resistance  of  deformed  bars  to  sliding 
through  the  concrete,  Mr.  Marsh  stated  that  although  these 
undoubtedly  offer  greater  resistance  to  sliding  than  plain 
bars,  it  has  been  clearly  demonstrated  that  plain  bars  will 
not  slide  under  ordinary  working  conditions,  if  bent  over  or 
split  and  opened  at  the  ends.  When  considerable  vibrations 
are  to  be  resisted,  Mr.  Marsh  considers  that  it  may  be 
advisable  to  obtain  a  greater  factor  of  safety  by  the  em- 
ployment of  deformed  bars. 

He  considers  the  employment  of  small  bars  advantageous 
because  they  distribute  the  stresses  through  the  concrete 
better  than  the  same  amount  of  metal  centered  in  one  or 
two  larger  bars,  and  because  they  furthermore  give  a  greater 
perimeter  for  resistance  to  slipping  through  the  concrete ;  and 
also  because,  in  using  small  bars,  they  can  be  economically 
utilized  to  resist  the  diagonal  tensile  stresses  by  bending  them 
up,  as  the  bending  moment  decreases  and  the  shearing 
stresses  increase. 

Mr.  Marsh  stated  that  the  theoretical  advantages  attained 
by  the  use  of  "deformed"  bars  of  a  steel  of  high  elastic  limit 
for  reinforcement,  were  in  practice  only  actually  realized, 
commercially,  when  the  cost  of  such  steel  was  not  excessive, 
when  provision  was  made  for  its  careful  inspection  so  as  to 
avoid  using  brittle  steel,  when  only  first  class  concrete  was 
used,  and  finally  when  rigid  inspection  was  maintained  dur- 
ing erection. 

Furthermore,  that  reinforced  concrete  structures  could  be 
erected  with  mild  steel  reinforcements,  offering  equal  re- 
sistance under  the  severest  conditions,  if  ample  provision 
against  horizontal  shear  is  provided  by  increasing  the  bond 
by  supplementary  oblique  rods,  straps,  or  stirrups,  which, 
however,  must  be  either  rigidly  attached  to,  or  made  a  part 
of  the  main  reinforcing  bar  so  as  to  prevent  slipping,  and  in 


40 


REINFORCED  CONCRETE  IN  EUROPE 


this  connection  he  also  included  the  use  of  spacing  bars  and 
spacing  chairs. 

CHAS.  S.  MEIK,  M.  INST.  C.  E. 

Quotation  from  his  paper  on  "Ferro  Concrete  Structures."' 
Eng.  Congress  of  the  Inst,  of  Civil  Engineers,  June,  1907. 

"The  form  of  the  sections  of  bars,  provided  the  area  is  sufficient, 
is  of  little  moment,  the  friction  of  the  steel  in  the  concrete  varying 
but  little  in  all  cases.  A  little  rust  on  the  bars  is  no  objection,  as 
it  increases  the  friction.  The  round  bar  offers  most  facility  for  get- 
ting the  steel  thoroughly  embedded  in  the  concrete.  The  stirrups 
or  iron  bands  for  holding  the  round  steel  in  place  must  be  so 
formed  as  not  to  give,  until  the  limit  of  elasticity  has  been  reached." 

France. 

GOVERNMENT  RULES  FOR  REINFORCED  CONCRETE,  OCTOBER,  1906. 

When  special  sections  are  employed  for  reinforcement  in- 
stead of  round  bars,  arrangements  must  be  made  to  provide 
for  the  perfect  encasing  of  the  bars  around  their  entire 
perimeter  and  particularly  at  all  re-entering  angles. 

Under  the  heading  "Adhesion"  the  rules  in  part  state : 
"If  stirrups  or  other  transverse  reinforcements  are  sufficiently  con- 
nected with  the  longitudinal  reinforcement  so  as  to  prevent  any 
slipping  of  these  latter  in  the  casing  of  concrete,  then  the  shearing 
stress  in  tranverse  reinforcements  is  to  be  deducted  from  the  stress. 
Mere  ties  connecting  the  transverse  with  the  longitudinal  reinforce- 
ment are  not  sufficient.  These  ties  are  necessary,  but  their  assist- 
ance to  adhesion  is  not  to  be  considered." 

Under  the  heading  "Shearing"  the  Rules  state: 
"If  transverse  reinforcement  efficiently  resists  the  longitudinal 

slipping,  it  is  permitted  to  take  it  into  account,  as  stated  above  for 

adhesion." 

GERARD  LAVERGNE. 

Author  of  "Etude  des  divers  Systemes  de  Construction 
en  Ciment  Arme." 

"The  section  of  the  metal  does  not  play  an  important  role.  Round 
iron  should  be  preferred  as  being  of  greater  regularity  in  manufac- 
ture, more  homogeneous,  and  lending  itself  better  to  the  operation 
of  the  filling  of  the  mortar,  than  other  shapes,  and  in  addition  to 
its  adherence  with  the  iron,  and  its  good  preservation  of  the  latter, 
the  iron  presents  no  obstructions  liable  to  cut  the  cement  or  the 
metallic  attachments.    For  these  last,  annealed  wire  is  employed." 


MECHANICAL,  BOND  AND  FORMS  OF  BARS 


41 


Germany. 

GOVERNMENT  REGULATIONS  ON   REINFORCED    CONCRETE  CON- 
STRUCTION. 

The  present  Prussian  government  regulations,  governing 
the  construction  of  all  reinforced  concrete  buildings,  as  re- 
vised on  May  24,  1907,  contain  the  following  clauses  in 
reference  to  shearing  and  adhesive  stresses. 

"Shearing  stresses  are  to  be  ascertained,  unless  the  form  and  con- 
struction of  the  members  are  such  that  they  are  at  once  seen  to  be 
insignificant.  When  no  means  of  taking  them  up  are  provided  in 
the  arrangement  of  the  members,  they  must  be  taken  up  by  suit- 
ably shaped  steel  reinforcement. 

So  far  as  possible,  the  steel  for  reinforcement  is  to  be  of  such 
form  that  displacement  relatively  to  the  concrete  is  prevented  by  its 
form.    The  adhesive  stresses  must  however  always -be  calculated." 

*0.  KOHIMORGEN,  GOVERNMENT  SURVEYOR,  BERLIN. 

"Even  a  general  comparison  of  the  arrangement  of  the  reinforce- 
ment in  different  countries  shows  that  in  Germany  the  method  of  in- 
creasing the  adhesion  between  iron  and  concrete  by  the  use  of  in- 
dented bars  is  not  employed.  Such  bars  are  much  used  in  America, 
but  some  authorities  argue  that  they  defeat  the  object  aimed  at, 
since,  on  account  of  the  varying  section  of  the  iron  and  the  con- 
sequent varying  elongation  and  contraction,  the  concrete  is  sheared 
off  from  these  expansions.  Stress  is  therefore  laid  by  prominent 
German  investigators  on  giving  each  reinforcing  rod  a  constant 
section.  They  consider  that  only  in  this  way  is  it  assured  that  the 
adhesive  stresses  at  the  surface  of  the  metal  are  in  accordance 
with  the  statical  laws.  But  this  point  is,  of  course,  still  very  much 
of  a  controversial  character.  Many  English  authorities  of  high 
standing,  for  instance,  favor  indented  bars  in  a  very  marked  man- 
ner." 

Austria. 

R.  JANESCH,  BAUINGENIEUR,  VIENNA. 

Translation  from  special  article  in  Beton-Kalender  for 
1908,  edited  by  F.  von  Emberger. 

"In  Europe  rolled  rounds  from  3-50  mm.  (0.118  to  1.969  inches) 
dia.  are  generally  used.  They  can  be  easily  obtained  from  all  mer- 
chants, and  they  have  the  advantage  over  other  rolled  shapes  that 
owing  to  their  uniform  section,  there  is  the  least  possible  distance 
from  all  parts  of  the  surface  to  the  center  of  gravity.    But  it  is 


42 


REINFORCED  CONCRETE  IN  EUROPE 


also  true  that  the  surface  of  contact  between  the  round  bars  and 
the  concrete  is  the  smallest. 

When  using  profiles,  such  as  T's  or  Flat-Iron  placed  on  edge,  the 
center  of  gravity  of  such  sections  is  further  from  the  under  edge, 
than  when  using  a  round  bar  of  equal  area  in  cross  section. 

All  forms  of  reinforcing  bars  require  either  a  greater  weight  of 
steel  or  else  more  concrete,  than  when  round  bars  are  used." 

Switzerland. 

PROF.  F.  SCHULE. 

Chairman,  Committee  on  Reinforced  Concrete,  Inter. 
Asso.  Testing  Materials.  Prof,  in  Swiss  Federal  Station 
for  Testing  Materials,  Zurich. 

"An  important  difference  exists  between  European  and  American 
construction  in  concrete-steel;  in  Europe,  the  armature  bars  gen- 
erally have  a  constant  section  and  a  smooth  surface ;  in  the  United 
States  the  bars  used  have  variable  forms  of  section.  It  seems  that 
tests  give  a  greater  strength  with  beams  having  bars  of  the  Ameri- 
can type.  The  difference  practically  cannot  be  very  great,  because 
adhesion  between  steel  and  concrete  is  ended  when  the  elastic  limit 
of  the  metal  is  reached.  Bars  with  a  constant  form  of  section  will 
slide  if  their  ends  are  not  fastened ;  the  other  types  of  bars  cannot 
sli^e  suddenly,  and  the  concrete  will  give  some  resistance  against 
sliding." 


METAL  USED  FOR  REINFORCEMENT.  FOREIGN  SPECIFICA- 
TIONS, RECOMMENDATIONS  AND  OPINIONS  COMPARED. 

INTRODUCTION. 

The  writer  is  familiar  with  American  practice  in  rein- 
forcement, in  the  use,  to  a  considerable  extent,  of  high 
carbon  steel  both  in  plain  rounds  and  squares,  such  as  is 
furnished  by  Chas.  D.  Crandall  of  Warren,  Pa.,  and  in  the 
form  of  Johnson's  corrugated  or  "indented"  bar,  controlled 
in  the  United  States  by  the  Expanded  Metal  and  Corrugated 
Bar  Co.  of  St.  Louis. 

Also  the  use  of  the  cold  twisted  bar  first  introduced  by 
Ernst  L.  Ransome  in  1884  on  the  Pacific  Coast,  and  now 
specially  advocated  by  the  Turner  Construction  Co.  of  New 
York,  and  advertised  as  a  specialty  by  the  Jones  &  Laughlin 
Steel  Co.,  the  Buffalo  Steel  Co.,  Inland  Steel  Co.,  Wm.  B. 
Hough  Co.,  Chas.  D.  Crandall  and  others  and  in  which  "Ran- 
some" bar,  the  normal  tensile  strength  and  elastic  limit  of 
the  20  carbon  open  hearth  steel,  which  is  the  grade  generally 
employed,  is  materially  increased  by  the  cold  twisting  opera- 
tion and  in  fact  under  control  by  varying  the  number  of 
turns  per  foot* ;  and  finally  to  the  lock  woven  wire  fabric, 
made  of  high  carbon  steel  wire. 

The  general  opinion  among  American  Engineers  in  ;efer- 
ence  to  the  use  of  high  carbon  steel  for  reinforcement  is  re- 
flected in  the  following  quotation  from  Taylor  &  Thompson's 
Treatise  published  in  1906.  On  pages  38-40  they  give  speci- 
fications covering  the  inspection  of  high  carbon  steel,  and  on 
page  293  refer  to  its  use  as  follows : 

"It  may  be  stated,  then,  if  the  stretching  of  high  steel  when  pulled 
to  its  allowable  working  stress  is  proved  not  to  form  dangerous 
cracks  in  the  concrete,  that  high  carbon  steel,  say  0.56  to  0.60  per  cent., 
carbon,  of  the  quality  used  in  the  United  States  for  making  locomo- 
tive tires,  is  always  better  than  mild  steel  for  reinforced  concrete, 
provided  the  steel  is  well  melted  and  rolled,  and  is  compaiatively 
free  from  impurities,  such  as  phosphorus.  However,  a  high  carbon 
steel,  unless  limited  by  chemical  analysis,  and  made  under  careful 


*  Tests  and  Proposed  Specifications  for  Cold  Twisted  Rods  for  Reinforced  Concrete, 
by  J.  J.  Shuman,  Amer.  Soc.  for  Testing  Materials,  June,  1907. 


44 


REINFORCED  CONCRETE  IN  EUROPE 


inspection,  is  in  danger  of  being  more  brittle  than  low  carbon  steel. 
Its  use,  therefore,  should  be  limited  strictly  to  work  important 
enough  to  warrant  the  ordering  of  a  special  steel  and  the  taking  of 
sufficient  trouble  on  the  part  of  the  purchaser  to  insure  strict  ad- 
herence to  the  specification.  Under  such  circumstances,  the  use  of 
high  steel  is  attended  with  much  economy.  In  other  words,  since 
manufacturers  cannot  always  be  depended  upon  to  exactly  follow 
specifications  of  this  nature,  it  is  necessary  that  an  inspector  be  sent 
to  the  works,  or  else  that  the  steel  be  purchased  from  a  reliable 
dealer  who  has  had  it  thus  carefully  tested. 
The  specifications  for  first-class  steel  on  page  38  are  sufficiently  ex- 
plicit so  that  steel  which  comes  up  to  them  can  be  safely  used.  A 
steel  which  can  be  employed  with  safety  for  all  the  locomotive  and 
car  wheels  of  the  country  certainly  cannot  be  discarded  as  unsafe 
for  concrete,  provided  similar  precautions  are  taken  in  its  purchase/' 

Also  in  the  following  quotations  from  Homer  A.  Reid's 
"Concrete  and  Reinforced  Concrete  Construction,"  published 
in  1907. 

"Steel  is  used  exclusively  for  reinforcement  in  America.  This 
is  undoubtedly  because  it  is  cheaper  than  wrought  iron.  Unfortu- 
nately, authorities  differ  as  to  the  quality  of  steel  to  be  used  for  re- 
inforcement, soft,  medium  and  high  steel  being  used  by  different 
engineers.  If  a  steel  of  good  quality  be  employed,  it  is  immaterial 
which  be  used,  as  first-class  structures  have  been  built  with  each. 
However,  soft  and  medium  steel  are  better  fitted  for  some  classes 
of  structures  than  high  steel,  while  in  others  the  high  steel  will 
answer  just  as  well,  with  greater  economy. 
"When  the  concrete  is  to  be  subjected  to  a  moist  atmosphere  or  10  cor- 
rosive gases,  steel  with  lower  working  stresses  should  be  employed 
or  a  different  form  of  construction  adopted.  In  many  classes  of 
structures  there  is  no  doubt  high  steel  may  be  used  with  economy 
and  without  in  an>  way  endangering  the  structure. 

"When  high  steel  of  a  satisfactory  quality  can  be  secured  at  a 
price  not  greatly  in  excess  of  that  of  medium  steel,  considerable 
saving  may  result.  Thus  a  saving  of  as  much  as  25  per  cent,  over 
mild  steel  may  ensue  if  the  high  steel  rods  be  secured,  as  is  often 
the  case,  at  an  advance  of  about  10  per  cent,  in  price  over  mild  steel." 

Foreign  Practice. 

GENERAL. 

It  was  particularly  requested  by  the  parties  to  whom  this 
Report  is  addressed,  to  include  foreign  practice  in  Great 
Britain  and  on  the  continent,  in  reference  to  the  metal 
used.    The  following  summary  is  the  net  result  of  many 


METAL  USED  FOR  REINFORCEMENT 


45 


personal  interviews  and  of  much  correspondence  with 
the  foreign  authorities  on  the  subject,  and  no  pains  or 
expense  have  been  spared  to  obtain  an  accurate  reflection 
of  present  foreign  opinions  and  practice. 
IMPORTANCE  OF  THE  METAL  USED. 

As  shown  elsewhere  in  this  Report,  reinforced  concrete 
construction  must  be  recognized  as  an  important  factor 
in  the  future  consumption  of  steel  for  structural  purposes, 
but  it  is  universally  admitted  that  the  best  results,  all 
interests  considered,  can  only  be  attained  by  dependence 
upon  the  metal  to  take  care  of  the  dangerous  stresses. 
Hence  foreign  experience,  being  of  older  date,  deserves 
consideration. 

COUNTRIES  FROM  WHICH  INFORMATION  WAS  COLLECTED. 

Information  as  to  the  metal  used  was  collected  from  the 
following  countries  as  well  as  from  International  Associa- 
tions and  Congresses. 


In  each  case  the  official  or  the  recognized  standard  sped 
fications  for  reinforced  concrete  and  for  the  metal  used 
was  purchased    and  the    following    pages    contain  full 
translations  of  the  references  in  each  of  such  specifica- 
tions to  the  metal  used. 

In  addition  to  this,  opinions  were  obtained,  largely  by  per- 
sonal interview  and  partly  by  correspondence,  from  con- 
sultingv  engineers,  contracting  engineers,  owners  and 
agents  of  systems  of  reinforced  concrete  and  authors  of 
books  and  editors  of  journals. 
SUMMARY  OF  INFORMATION  OBTAINED. 

The  result  of  this  thorough  inquiry  shows : 

I.  That  WROUGHT  IRON  is  still  used  to  a  limited  extent 
both  in  Great  Britain  and  in  the  six  countries  on  the 
continent. 


2.  That  SOFT  STEEL  of  a  tensile  strength  of  51,000- 


Great  Britain 

France 

Germany 


Austria 
Hungary 
Switzerland 
Italy 


46 


REINFORCED  CONCRETE  IN  EUROPE 


64,000  lbs.  per  square  inch,  is  the  ONLY  grade  used  In 
AUSTRIA,  ITALY,  SWITZERLAND  and  HUNGA- 
RY. 

3.  That  in  FRANCE,  SOFT  STEEL  is  also  the  only  grade 
used  with  the  single  exception  of  A.  L.  Johnson's  in- 
dented bar  of  high  carbon  steel,  which  has  so  far  only 
been  used  to  a  very  limited  extent. 

4.  That  in  GERMANY,  SOFT  STEEL  is  also  practically 
the  only  grade  used,  as  the  only  exception  found  was 
one  firm  of  contracting  engineers,  who  occasionally  use 
a  medium  steel  (tensile  85,000  lbs.)  in  some  classes  of 
work,  and  one  other  firm  of  contractors  who  had  used 
medium  steel  only  once. 

5.  That  in  GREAT  BRITAIN,  where  there  is  no  official 
specification,  MEDIUM  STEEL  rounds  and  shapes  are 
sometimes  used;  also  the  high  carbon  indented  bar  and 
cold  drawn  steel  wire  lattice  are  used  to  some  extent,  but 
in  by  far  the  majority  of  constructions  SOFT  STEEL 
is  used,  meeting  the  recognized  Specification  of  the  Engi- 
neering Standards  Committee. 

Use  of  Wrought  Iron  Abroad. 

As  introductory,  mention  must  first  be  made  that  in  all  early 
reinforced  concrete  constructions,  in  Great  Britain,  but  especial- 
ly on  the  continent,  wrought  iron  instead  of  steel  was  used. 

Naturally  the  ordinary  forms  of  rounds,  squares  and  flats  were' 
employed. 

The  fact  that  until  comparatively  recently,  the  cost  in  Europe 
of  wrought  iron  and  steel  has  been  about  the  same,  has  led  to 
the  continuance  of  the  use  of  wrought  iron,  where  no  special 
shapes  of  reinforcement  were  specified,  and  while  the  greater 
strength  of  steel  was  recognized,  the  ability  to  easily  weld 
wrought  iron  with  perfect  safety  has  kept  it  in  favor. 

It  has  been  the  custom  to  specify  that  the  wrought  iron  should 
be  of  good  quality,  with  a  tensile  strength  of  about  50,000  lbs. 
per  sq.  inch,  and  an  elongation  of  from  8  to  12  per  cent,  in  8 
inches. 

As  evidence  that  wrought  iron  is  still  in  favor,  in  foreign  prac - 


METAL  USED  FOR  REINFORCEMENT 


47 


tice,  the  following  is  quoted  from  the  catalogue  of  the  1907 
edition  of  a  leading  firm  of  British  engineers  and  contractors. 
D.  G.  Somerville  &  Co.,  specialists  in  reinforced  concrete  con- 
struction. 

"The  best  class  of  steel  or  wrought  iron  must  be  employed,  and  we 
calculate  these  figures  being  well  within  the  elastic  limit  of  good  class 
material. 

For  wrought  iron  in  tension  10,000  lbs.  per  sq.  inch. 
For  steel  in  tension  16,000  lbs.  per  sq.  inch. 
For  wrought  iron  in  shear  S.eco  to  11,000  lbs.  per  sq.  inch. 
For  steel  in  shear  12,000  to  17,000  lbs.  per  sq.  inch. 

Reinforced  with  steel  having  an  elastic  limit  of  50,000  lbs.  per  sq.  inch, 
the  amount  of  metal  required  per  sq.  foot  of  section  to  prevent  tempera- 
ture cracks  is  0.6  sq.  inch." 

International. 

Up  to  date,  (May,  1909)  neither  the  International  Association 
for  Testing  Materials  nor  any  International  Congress,  has  either 
discussed  or  passed  resolutions  as  to  the  physical  or  chemical 
properties  of  the  steel  best  suited  for  reinforcement. 

England. 

RECOMMENDATIONS  OF  THE  JOINT  COMMITTEE  ON  REINFORCED 
CONCRETE  AS  TO  METAL  TO  BE  USED. 

In  Great  Britain,  so  far,  only  one  general  recommendation  has 
been  issued;  namely,  by  the  "Jmrit:  Committee  on  Reinforced 
Concrete, "  formed  in  1906  under  the  auspices  of  the  Royal  In- 
stitute of  British  Architects.  Their  Report,  adopted  by  the 
Institute  on  May  27,  1907,  contains  the  following  Specifications, 
in  reference  to  the  steel  to  be  used  for  reinforcement. 

"The  Metal  used  should  be  steel  having  the  following  qualities: 

(a)  An  ultimate  strength  of  not  less  than  60,000  lbs.  per  sq.  inch. 

(b)  An  elastic  limit  of  not  less  than  50  per  cent.,  or  more  than 
60  per  cent,  of  the  ultimate. 

(c)  An  elongation  of  not  less  than  22  per  cent,  in  the  lengths 
stated  below. 

(d)  It  must  stand  bending  cold  180  degrees  to  a  diameter  of  the 
thickness  of  pieces  tested  without  fracture  on  outside  of  bent 
portion. 

In  the  case  of  round  bars,  the  elongation  should  not  be  less  than 
22  per  cent.,  measured  on  a  gauge-length  of  eight  diameters.  In 
the  case  of  bars  over  one  inch  in  diameter,  the  elongation  may  be 
measured  on  a  gauge  length  of  four  diameters,  and  should  then 


48 


REINFORCED  CONCRETE  IN  EUROPE 


be  not  less  than  27  per  cent.  For  other  sectional  material  the  tensile 
and  elongation  tests  should  be  those  prescribed  in  the  British  Stan- 
dard Specification  for  Structural  Steel. 

Before  use  in  the  work,  the  metal  must  be  clean  and  free  from 
scale  or  loose  rust.  Tt  should  not  be  oiled  or  painted,  but  a  wash 
of  thick  Portland  Cement  grout  is  desirable. 

Welding  should  in  general  be  forbidden ;  if  it  is  found  necessary, 
it  should  be  at  points  where  the  metal  is  least  stressed,  and  it  should 
never  be  allowed  without  the  special  sanction  of  the  architect  or 
engineer  responsible  for  the  design. 

The  reinforcement  ought  to  be  placed  and  kept  exactly  in  the 
positions  marked  on  the  drawings,  and,  apart  from  any  consideration 
of  fire-resistance,  ought  not  to  be  nearer  the  surface  of  the  con- 
crete at  any  point  than  1  inch  in  beams  and  }4  inch  in  floor  slabs 
or  other  thin  structures. 

Engineering  Standards  Committee's  Specification  for  Structural 

Steel. 

The  "British  Standard  Specification"  above  referred  to,  is 
that  issued  in  June,  1906,  by  the  Engineering  Standards 
Committee,  to  cover  "Structural  Steel  for  Bridges  and 
General  Building  Construction, "  and  the  principal  re- 
quirements of  which,  reprinted  by  permission,  are  as  fol- 
lows* : — 

"Process  of  Manufacture.  Sectional  material  for  general  build- 
ing construction  shall  be  made  by  open  hearth  or  Bessemer  process, 
acid  or  basic,  as  may  be  approved  in  writing  by  the  engineer  (or 
by  the  purchaser),  and  must  not  show  on  analysis  more  than  .06 
per  cent,  of  sulphur,  nor  .07  per  cent,  of  phosphorus. 

The  maker  shall  supply  an  analysis  of  each  cast  when  required 
to  do  so.  Samples  may  also  from  time  to  time  be  subject  to  com- 
plete analysis  by  a  metallurgist  appointed  by  the  engineer  (or  by 
the  purchaser),  at  his  expense. 

Tensile    Tests.       Plates   and    Sectional    Material : — For  plates, 
angles,  etc.,  a  standard  test  piece  having  a  gauge  length  of  8  inches 
(Test  Piece  A,  see  Appendix,  page  8),  and  for  round  bars  (other 
than  rivet  bars)  a  standard  test  piece  having  a  gauge  length  of 
not  less  than  8  times  the  diameter  (Test  Piece  B,  see  Appendix, 
page  8)  must  show  a  tensile  breaking  strength  of  28  to  32  tons  per 
sq.  inch,  (62,720  to  71,680  lbs.  per  sq.  inch)  with  an  elongation  of 
not  less  than  20  per  cent.    For  material  under  5/i6th  of  an  inch 
(.312  inch)  in  thickness,  bend  tests  only  are  required. 
*  The  full  Text  of  this  Specification,  Report  No.  15,  with  illustrations  of  the  Forms  of 
the  British  Standard  Tensile  Test  Pieces,  can  be  purchased  from  the  Offices  of  the  Engi- 
neering Standards  Committee,  No.  28  Victoria  Street,  London,  S.  W.    Price,  post  pre- 
paid, 2/8. 


METAL,  USED  FOR  REINFORCEMENT 


49 


Bend  Tests.  Cold  Bends : — Test  pieces  shall  be  sheared  or  cut 
lengthwise  or  crosswise  from  plates  or  lengthwise  from  sectional 
material,  and  shall  be  not  less  than  ij4  inches  wide,  but  for 
small  sections  or  bars  the  whole  section  may  be  used. 

Temper  Bends.  The  test  pieces  shall  be  similar  to  those  used 
for  cold  bend  tests.  For  temper  bend  tests  the  samples  shall  be  heated 
to  a  blood  red  and  quenched  in  water  at  a  temperature  not  exceed- 
ing 80  degrees  Fahr.  The  color  shall  be  judged  indoors  in  the 
shade. 

In  all  cold  or  temper  bend  tests,  the  sheared  edges  may  be  re- 
moved by  milling,  planing,  grinding,  or  other  method.  The  test 
pieces  shall  not  be  annealed  unless  the  material  from  which  they 
are  cut  is  similarly  annealed,  in  which  case  the  test  pieces  shall  be 
similarly  and  simultaneously  treated  with  the  material  before  testing. 
For  both  cold  and  temner  bend  tests  the  test  piece  must  withstand, 
without  fracture,  being  doubled  over  until  the  internal  radius  is 
not  greater  than  ij4  times  the  thickness  of  the  test  piece,  and  the 
sides  are  parallel. 

Bend  tests  i»?ay  be  made  by  pressure  or  by  blows. 

Tensile  Specimens.  The  tensile  strength  and  ductility  shall  be 
determined  from  Standard  test  pieces  cut  lengthwise  or  crosswise 
from  the  rolled  material  in  the  case  of  plates,  and  lengthwise  in  the 
case  of  sectional  material  and  bars.  When  material  is  annealed  or 
otherwise  treated  before  despatch,  the  test  pieces  shall  be  similarly 
and  simultaneously  treated  with  the  material  before  testing. 

Any  straightening  of  test  pieces  which  may  be  required  shall 
be  done  cold. 

Number  of  Tensile  and  Bending  Specimens.  One  tensile  test 
shall  be  made  from  every  cast  or  every  25  tons,  whichever  is  less. 

Should  a  tensile  test  piece  break  outside  the  middle  half  of  its 
gauge  length,  the  test  may,  at  the  maker's  option,  be  discarded  and 
another  test  made  of  the  same  plate,  section  or  bar. 

One  cold  or  one  temper  bend  test  shall  be  made  from  each  plate, 
section  or  bar  as  rolled. 

Should  the  test  pieces  first  selected  by  the  representative  of  the 
engineer  (or  of  the  purchaser)  not  fulfill  the  test  requirements,  two 
further  tests  may  be  made ;  but  should  either  of  these  fail,  the  plates 
or  sectional  material  from  which  the  test  pieces  were  cut  shall  be 
rejected.  In  all  such  cases  further  tests  shall  be  made  before  any 
material  from  the  same  cast  can  be  accepted." 

Interview  with  Chas.  F.  Marsh  (London),  as  to  Steel  Used. 

During  an  interview  in  London,  in  July,  1908,  the  writer 
obtained  the  following  information  from  Mr.  Chas.  F. 
Marsh,  M.  Inst.  C.  E.,  as  to  the  character  of  steel  now 
used  in  Great  Britain  for  reinforcement,  and  also  Mr. 


REINFORCED  CONCRETE  IN  EUROPE 

Marsh's  recommended  Specification  and  his  opinion  in  ref- 
erence to  the  use  of  high  carbon  steel. 
He  stated  that  in  Great  Britain,  mild  steel  is  most  fre- 
quently employed  for  reinforcements,  the  usual  Specifi- 
cation under  which  it  was  supplied,  prior  to  the  publication 
in  June,  1906  of  the  British  Engineering  Standards  Com- 
mittee's Specification  for  Structural  steel,  being  as  fol- 
lows : — 

Tensile  strength,  64,000-72,000  lbs.  per  sq.  inch. 

Elastic  limit,  not  less  than  one-half  the  ultimate  strength. 

Elongation,  not  less  than  20  per  cent,  in  8  inches. 

Cold  bending  test,  180  degrees,  flat  on  itself,  without  fracture 
on  the  outside  of  the  bent  portion. 

This  Specification  practically  coincides  with  that  of  the 
British  Standard  Specification,  just  quoted,  except  that 
the  latter  only  requires  that  the  steel  shall  Send  without 
fracture,  to  I1/*  times  the  thickness  of  the  test  spec- 
imen. 

In  Mr.  Marsh's  opinion  the  ultimate  tensile  strength  of 
steel  for  reinforcement  should  not  be  limited  to  72,000 
lbs. 

'He  favors  the  following  specification: — 

Ultimate  Tensile  Strength,  not  less  than  60,000  lbs.  per  sq. 
inch. 

Elastic  Limit,  not  less  than  50  nor  more  than  60  per  cent, 
of  the  ultimate  strength. 

Elongation,  not  less  than  22  per  cent,  in  8  inches,  or  for 
round  bars  a  gauge  length  of  eight  times  their  diameter. 

Cold  Bending  Test,,  180  degrees,  flat  on  itself,  without 
fracture  on  outside  of  bent  portion. 

He  thinks  it  should  be  further  specified  that  welding  should 
be  avoided  as  far  as  possible,  and  only  permitted  after 
the  sanction  of  the  consulting  engineer,  and  that  it  is 
often  better  practice  to  lap  the  joints  for  a  length  of  about 
24  to  30  diameters  and  bind  with  annealed  wire  where 
joints  are  necessary. 

In  reference  to  the  use  of  a  higher  carbon  steel  of  an  elas- 
tic limit  of  not  less  than  50,000  lbs.  per  sq.  inch,  with  a 


METAI,  USED  FOR  REINFORCEMENT 


51 


minimum  elongation  of  15  per  cent,  in  8  inches,  which  is 
recommended  by  the  British  Representatives  of  the  "Cor- 
rugated" or  "Indented". Bar  (the  invention  of  Mr.  A.  I. 
Johnson  of  America),  it  is  Mr.  Marsh's  opinion  that,  in 
order  to  get  full  advantage  of  such  a  steel,  it  is  neces- 
sary either  to  use  a  smaller  percentage  of  reinforcing 
metal  or  a  very  strong  quality  of  concrete. 

Mr.  Marsh  explained  that  when  designing  a  reinforced  con- 
crete beam,  the  resistance  of  the  concrete  becomes  the  rul- 
ing factor  when  high  percentages  of  reinforcement  are 
used  and  this  is  entirely  independent  of  the  resistance 
which  the  steel  is  able  to  offer,  As  a  consequence,  the 
economy  in  the  use  of  steel  having  a  high  elastic  limit  is 
only  obtained  for  small  percentages  of  metal. 

With  regard  to  the  resistance  of  deformed  bars  sliding 
through  the  concrete,  Mr.  Marsh  stated  that  although 
these  undoubtedly  offer  greater  resistance  to  sliding  than 
plain  bars,  it  has  been  clearly  demonstrated  that  plain  bars 
will  not  'slide  under  ordinary  working  conditions,  if  bent 
over  or  split  and  opened  at  the  ends.  When  considerable 
vibrations  are  to  be  resisted,  Mr.  Marsh  considers  that 
it  may  be  advisable  to  obtain  a  greater  factor  of  safety 
by  the  employment  of  deformed  bars. 

He  considers  the  employment  of  small  bars  advantageous 
because  they  distribute  the  stresses  through  the  concrete 
better  than  the  same  amount  of  metal  centered  in  one  or 
two  larger  bars,  and  because  they  furthermore  give  a 
greater  perimeter  for  resistance  to  slipping  through  the 
concrete;  and  also  because,  in  using  small  bars,  they  can 
be  economically  utilized  to  resist  the  diagonal  tensile 
stresses  by  bending  them  up,  as  the  bending  moment 
decreases  and  the  shearing  stresses  increase. 

He  stated  that  as  a  precaution  against  failure  by  sliding  of 
the  bars  through  the  concrete,  a  large  perimeter  in  propor- 
tion to  the  area  of  reinforcement  is  a  very  desirable  feature 
and  that  this  is  obtained  by  the  use  of  small  bars. 

As  off-setting  these  theoretical  advantages  gained  by  the 
employment  of  small  bars,  Mr.  Marsh  called  attention  to 


REINFORCED  CONCRETE  IN  EUROPE 

the  usual  increased  cost  of  these  smaller  sections  and  the 
extra  labor  necessary  in  putting  such  reinforcement  into 
position  and  in  keeping  it'  in  place,  while  the  concrete  is 
being  deposited  and  rammed.  He  stated  that  small  bars 
are  readily  displaced  in  the  process  of  ramming,  unless 
they  are  formed  into  a  framework  by  being  secured  to- 
gether by  reinforcements  in  the  vertical  plane  and  that 
such  displacement  utterly  vitiates  the  results  of  theoreti- 
cal calculations  based  on  the  positions  of  the  metal. 

In  conclusion  Mr.  Marsh  stated  that  the  theoretical  advan- 
tages attained  by  the  use  of  "deformed"  bars  of  a  steel 
of  high  elastic  limit  for  reinforcement,  were  in  practice 
only  actually  realized,  commercially,  when  the  cost  of  such 
steel  was  not  excessive,  when  provision  was  made  for 
its  careful  inspection  so  as  to  avoid  using  brittle  steel, 
when  only  first  class  concrete  was  used,  and  finally  when 
rigid  inspection  was  maintained  during  erection. 

Furthermore  that  reinforced  concrete  structures  could  be 
erected  with  mild  steel  reinforcements,  offering  equal  re- 
sistance under  the  severest  conditions  if  ample  provision 
against  horizontal  shear  is  provided  by  increasing  the  bond 
by  supplementary  oblique  rods,  straps,  or  stirrups,  which, 
however,  must  be  either  rigidly  attached  to,  or  made  a 
part  of  the  main  reinforcing  bar  so  as  to  prevent  slipping, 
and  in  this  connection,  he  also  included  the  use  of  spacing 
bars  and  spacing  chairs. 

He  referred  to  the  use,  notably  for  slab  reinforcement,  of 
"expanded  metal,"  which  in  Great  Britain  was  made  from 
very  mild  steel,  the  tensile  strength  of  which  was  mate- 
rially increased  by  the  operation  of  expanding,  say  from 
50,000  to  60,000  lbs.  per  sq.  inch,  and  he  expressed  the 
opinion  that  the  effect  of  the  closing  up  of  the  meshes 
under  tensile  strains  added  to  the  resistance  by  the  com- 
pression of  the  concrete  induced  by  such  closing  up. 

Mr.  Marsh  also  referred  to  the  use  of  various  lattice  systems, 
made  of  cold  drawn  steel  wire,  of  an  average  elastic  limit 
of  65,000  lbs.  per  sq.  inch. 


METAIy  USED  FOR  REINFORCEMENT 


53 


Interviews  with  British  Consulting  Engineers  and  Contractors 

as  to  Steel  Used. 

The  writer  also  interviewed  several  of  the  most  prominent 
•Consulting  Engineers  in  London,  who  make  a  specialty  of  rein- 
forced concrete  construction,  but  who  are  not  tied  to  any  one 
system. 

The  opinions  expressed  were  practically  unanimous  in  favor  of 
the  use  of  a  mild  or  medium  steel  for  reinforcement,  with  a  prefer- 
ence for  open  hearth,  over  Bessemer  steel. 

While  admitting  that  the  yield  point  (or  elastic  limit)  should 
be  taken  as  the  point  of  failure  of  the  steel  in  a  reinforced  beam, 
the  engineers  pointed  out  that  the  high  carbon  steel  had  sub- 
stantially the  same  modulus  of  elasticity  as  ordinary  mild  or 
medium  structural  steel  and  hence  the  same  deformation  under 
any  given  load. 

They  considered  that  in  the  majority  of  cases,  little  or  nD 
economy  resulted  from  the  use  of  high  carbon  steel,  on  account 
of  the  expense  incident  to  the  careful  inspection  which  is  impera- 
tive to  insure  uniformity  and  freedom  from  brittleness. 

Interviews  with  British  Agents  of  Systems  of  Reinforcement  as 

to  Steel  Used. 

In  order  to  thoroughly  cover  all  sources  of  information,  in- 
quiries were  also  made,  by  interview  and  letters  from  the  agents 
of  each  of  the  35  "Systems"  of  reinforcement,  which  careful 
preliminary  inquiries  had  shown  were  to-day  in  use  in  Great 
Britain.  As  shown  elsewhere  some  of  these  cannot  properly  be 
dignified  as  true  "Systems"  of  reinforcement. 

Out  of  the  total  of  thirty-five  (35)  systems,  information  as  to 
the  character  of  the  metal  used  was  obtained  from  34  agents. 

In  31  cases,  an  open  hearth  or  Bessemer  steel  is  used  meeting 
the  British  standard  specification  for  structural  steel  for  bridges 
and  general  building  construction,  recommended  in  June,  1906, 
by  the  Engineering  Standards  Committee. 

In  3  of  the  31  cases,  it  is  specified  in  addition,  that  the 
elastic  limit  shall  not  be  less  than  j4  the  tensile  strength.  As 
shown  elsewhere,  the  tensile  strength  of  this  standard  specification 
is  28-32  tons  (62,720-71,680  lbs.)  per  sq.  inch. 


54 


REINFORCED  CONCRETE  IN  EUROPE 


In  2  cases  a  softer  steel  is  used,  of  a  tensile  strength  of  50,000 
and  58,000  lbs.  respectively. 

In  other  words,  the  use  of  high  carbon  steel  in  Great  Britain 
for  reinforcement  is  confined  to  the  English  agent  of  the  "In- 
dented" or  "Corrugated"  bar,  the  invention  of  Mr.  A.  L.  Johnson, 
of  St.  Louis,  and  to  the  use  of  cold  drawn  20  per  cent,  carbon 
open  hearth  steel  wire,  by  the  British  Company  who  developed 
the  "Johnson  wire  lattice"  system. 

The  British  agents  of  the  "Indented"  bar  lay  great  stress  on  the 
advantages,  both  in  strength  and  economy,  obtained  by  the  use 
of  a  steel  of  an  elastic  limit  of  50,000  lbs.  per  sq.  inch  rolled  into 
their  special  shapes ;  they,  however,  advertise  that  they  roll  their 
indented  bar  from  ordinary  structural  steel,  meeting  the  British 
standard  specifications,  if  preferred. 

Messrs.  Richard  Johnson,  Clapham  &  Morris,  Ltd.,  state  that 
the  elastic  limit  of  64,000  lbs.  per  sq.  inch,  in  the  wire  used  in  their 
"Johnson  wire  lattice"  system,  is  obtained  by  "cold  drawing 
through  a  die  and  not  by  the  dangerous  practice  of  adding  car- 
bon to  the  steel."  They  use  a  20  per  cent,  carbon  open  hearth 
steel. 

J.  S.  E.  de  Vesian,  one  of  the  Directors  of  L.  G.  Mouchel  & 
Partners,  the  British  representatives  of  the  Hennebique  system, 
stated  that 

"It  is  very  important  that  the  steel  used  in  ferro-concrete  should  be  of 
suitable  quality  for  its  intended  purpose.  Most  experts  in  this  class  of 
work  are  now  agreed  that  mild  steel  produced  by  the  basic  open-hearth 
process,  with  a  tensile  strength  of  from  28  to  32  tons  (62,720-71,680  lbs.) 
per  sq.  inch,  and  an  elongation  of  20  per  cent,  in  a  length  of  8  inches,  is  the 
best  for  general  employment.  High  carbon  steel  is  unsuitable,  as  is  also 
any  metal  of  variable  quality,  such  as  some  kind  of  Bessemer  steel.  Apart 
from  the  fact  that  high  carbon  steel  is  apt  to  break  unless  bent  with  great 
care  after  suitable  heat  treatment,  there  is  no  economy  in  such  metal  be- 
cause, as  its  coefficient  of  elasticity  is  not  higher  than  the  coefficient  for 
mild  steel,  the  higher  elastic  limit  cannot  be  utilized  fully  without  causing 
excessive  stresses  in  the  surrounding  concrete,  resulting  in  the  cracking  of 
the  material  and  the  consequent  corrosion  of  the  metal.,, 

France. 

GOVERNMENT  RULES  OF  1907,  NOW  IN  FORCE. 

The  Government  rules  for  reinforced  concrete  construction 
signed  by  the  Ministry  of  Public  Works  on  October  20th, 


METAL  USED  FOR  REINFORCEMENT 


55 


1906  and  republished  in  1907  with  the  correction  of  some 
errors,  contain  no  definite  reference  to  the  physical  prop- 
erties of  the  metal  to  be  used  for  reinforcement.  They, 
however,  include  the  following  instructions  in  reference 
to  the  working  stresses  which  must  be  used  in  calcula- 
tions : — 

"B.  Safe  Working  Stresses. 
7.  The  safe  limit  of  tensile,  as  well  as  of  compressive  stresses 
allowed  for  the  reinforcement  shall  not  exceed  one-half  the 
value  of  the  elastic  limit  of  the  metal  employed,  and  as 
specified  in  the  contract.  However  for  members,  such  as 
slabs  subjected  to  alternating  shocks  or  stresses,  this  limit 
is  to  be  reduced  to  40  per  cent,  instead  of  one-half  of  the 
elastic  limit. 

For  members  subject  to  stresses  varying  within  wide  limits, 
the  safe  working  stresses  specified  above  are  to  be  reduced 
in  accordance  with  the  importance  of  such  variations,  but 
this  decrease  need  not  exceed  25  per  cent. 

The  safe  limits  of  the  working  stresses  are  to  be  reduced 
also  for  members  subject  to  weakening  causes  not  con- 
sidered in  the  calculations,  particularly  to  dynamic  action, 
and  especially  for  members  directly  supporting  railway 
lines." 

The  writer  was  surprised  at  the  absence  in  the  Government 
rules  of  definite  requirements  for  the  metal  used,  until 
he  became  familiar  with  actual  French  practice,  from  the 
information  collected  by  many  personal  interviews  in  Paris 
and  considerable  correspondence. 

INFORMATION  OBTAINED  FROM  THE  AGENTS  OF  THE  21  FRENCH 
SYSTEMS  OF  REINFORCEMENT. 

As  shown  elsewhere  in  this  report,  there  are  21  systems  of 
reinforcement  in  use  in  France.  Inquiry  from  the  agents 
of  each  of  these  systems  showed  that  only  soft  or  medium 
steel  is  used  and  to  some  extent  wrought  iron  has  not  yet 
been  replaced  by  steel. 

INFORMATION  OBTAINED  FROM  27  FRENCH  CONSULTING  AND! 
CONTRACTING  ENGINEERS. 

Inquiries  from  27  French  consulting  and  contracting  engi- 
3 


56  REINFORCED  CONCRETE  IN  EUROPE 

neers,  a  list  of  whom  follow,  also  proved  the  uniform 
adoption  of  ordinary  structural  steel  for  reinforcement. 
INFORMATION  OBTAINED  FROM  11  FRENCH  STEEL  COMPANIES. 

Finally  11  steel  companies,  making  a  specialty  of  bars  for 
reinforcement,  were  consulted  and  the  only  exception  to 
the  rule  was  found  at  the  Paris  office  of  A.  L.  Johnson 
who  has  succeeded  in  introducing  the  "Indented"  or  cor- 
rugated bar  of  higher  carbon  steel,  to  some  extent. 

SUMMARY  OF  THE  REASONS  FOR  THE  USE  OF  SOFT  OR  MEDIUM 
STEEL  IN  FRANCE. 

The  following  is  a  summary  of  the  reasons  given  for  the 
uniform  adoption  of  soft  or  medium  steel  in  France  for 
reinforcement,  and  it  will  be  admitted  that  owing  to  the 
many  parties  consulted  by  the  writer,  all  shades  of  opinions 
and  interests  were  included. 

The  high  carbon  steel  costs  more  than  soft  steel  and  requires 
much  extra  care  in  inspection  and  testing  to  insure  free- 
dom from  brittleness.  To  obtain  the  full  advantages  of 
its  higher  elastic  limit,  the  concrete  must  be  stronger  than 
that  usually  employed.  The  high  carbon  steel  has  sub- 
stantially the  same  modulus  of  elasticity  and  hence  the 
same  deformation  under  any  given  load,  as  the  soft  steel. 

A  yield  point  of  30,000  lbs.  per  sq.  inch  corresponds  to  a 
stretch  of  0.0010  of  the  length  of  a  piece  of  soft  steel 
and  a  yield  point  of  50,000  to  a  stretch  of  0.00167.  Al- 
though some  experiments  have  proved  the  contrary,  many 
French  engineers  still  fear  in  practice  that  the  stretching 
of  high  carbon  steel  when  loaded  to  its  full  allowable  work- 
ing stress,  might  produce  cracks  in  the  concrete  which 
would  expose  the  steel  to  corrosion. 

French  Consulting  Engineers  and  Contractors  in  Reinforced 
Concrete  Construction. 

BOUBES,  GEORGES, 

15,  place  des  Quinconces,  Bordeaux  (Gironde),  Bureaux  et 
magasins,  11,  rue  Segalier,  Bordeaux. 
BOULLANGER,  ET  SCHUL, 

29,  rue  de  Londres,  Paris. 


METAIy  USED  FOR  REINFORCEMENT 


BRAUNSHAUSEN,  APPAY  ET  FILS, 

65,  boulevard  de  Picpivs,  Paris. 
BRUEDER, 

115,  Faubourg-  Poissonniere,  Paris. 
CHAUSSIVERT, 

140,  rue  du  Chemin  Vert,  Paris. 
DEBOSQUE  BONTE, 

Armentieres  (Nord). 
DEGAINE, 

9,  rue  de  Lagny,  Paris. 

DUCLOUX,  AMEDEE, 

212,  rue  Michel  Bizot,  Paris. 

FERRAND  ET  PRADEAU, 

138,  rue  de  Tocqueville,  Paris. 
FERRE, 

27,  rue  de  Tolbiac,  Paris. 
FORESTIER,  VICTOR, 

57,  rue  de  TAqueduc,  Paris. 
FRANCE,  LANORD  ET  BICHATON, 

Nancy  (Meurthe  et  Moselle). 
GIROS  ET  LOUCHEUR, 

69,  rue  de  Miromesnil,  Paris. 
GROUSELLE, 

10,  rue  Chasseloup-Laubat,  Paris. 
PASTRE,  D., 

Dreux  (Eure  et  Loir). 
LEMOUE, 

114,  rue  de  Rennes,  Paris. 
LOUP  ET  FILS, 

188,  rue  Saint-Charles,  Paris. 

PEREGO,  L., 

29,  rue  Theophile  Gautier,  Paris. 


58 


REINFORCED  CONCRETE  IN  EUROPE 


PERROL  ET  SADRIN, 

Le  Mans  (Sarthe). 
PROTHEAU, 

Chalon  sur  Saone  (Saone  et  Loire). 
ROQUEREE  ET  CIE, 

7,  rue  Saint  Luc.  Paris. 
ROUVEROL  ET  TEISSIER, 

19,  rue  Durand,  Montpellier  (Herault). 
SAINRAPT  ET  BRICE, 

36  et  36  bis,  rue  du  Moulin  des  Pres  (3  place  Paul  Verlaine), 
Paris. 

SOCIETE  DE  FONDATIONS  PAR  COMPRESSION  DU  SOL, 

I,  rue  Danton,  Paris. 
SOCIETE  GENERALE  DE  CONSTRUCTIONS  EN  BETON  ARME  (Mr 
Dumesnil), 

167,  avenue  Victor  Hugo,  Paris. 
SOCIETE  DES  GRANDS  TRAVAUX  EN  BETON  ARME,  Tricon  et  Cie, 

85,  rue  de  Prony,  Paris. 
SOCIETE  DES  CIMENTS  DE  CRECHES, 

pres  Macon  (Saone  et  Loire). 

French  Companies  Furnishing  Steel  for  Eeinforcement. 

Besides  the  large  steel  producers  of  Creusot,  Saint  dia- 
mond, Montlucon,  Firminy,  etc.,  the  following  companies 
make  a  specialty  of  furnishing  steel  for  reinforced  con- 
crete construction. 

In  each  case  the  address  of  the  Paris  office  is  given. 

With  exception  of  the  last  mentioned,  personal  inquiry 
showed  that  all  furnish  a  low  carbon  soft  or  medium  steel. 
A.  L.  Johnson  has  recently  established  a  Paris  office  for 
the  introduction  into  France  t  of  his  "Indented"  bar  rolled 
from  high  carbon  steel,  but  so  far  it  has  not  made  much 
headway. 

SALMON  ET  CIE, 

96,  rue  Amelot  ronds  acier,  Feuillards,  Fils  pour  ciment  arme, 


METAL  USED  FOR  REINFORCEMENT 


59 


L.  NOZAL,  FILS  AINE. 
LASSON,  L., 

(depot  des  acieries  de  Micheville)  122,  faubourg  Saint-Mar- 
tin. 

H.  COURTOIS,  FERS  ET  ACIERS  RONDS, 

42,  rue  Breguet  prolongee. 
SOCIETE     ANONYME     DES     HAUTS-FOURNEAUX,     FORGES  ET 
ACIERIES  DE  POMPEY, 

Aciers  ronds,  speciaux  brevetes,  a  grande  adherence,  pour 
ciment  arme. 

85,  rue  Saint-Lazare. 
CHAUMONT  ET  BATAILLE, 

99,  rue  Petit. 
P.  BLOCH  ET  CIE, 

60,  rue  du  Vivier  a  Aubervilliers,  (Seine). 
CANTOIS  ET  CIE, 

Saint-Die  (Vosges)  depot  a  Paris,  43,  boul.  Magenta. 
MULATIER  ET  DUPONT, 

Lyon  (Rhone)  Agent  a  Paris,  H.  Graff,  92,  rue  d'Haute- 
ville. 

SOCIETE  DU  METAL  DEPLOYEE, 

11,  place  de  la  Madeleine. 
A.  L.  JOHNSON, 

51,  rue  du  Fauborg  Poissonniere  barres  crenelees  a  limite 
d'elasticite  tres  elevee  pour  constructions  en  be  ton  arme. 

Germany. 

GOVERNMENT  REGULATIONS  OF  MAY  24,  1907,  NOW  IN  FORCE. 

The  Prussian  Government  regulations  for  the  employment 
of  reinforced  concrete  construction  in  buildings,  issued 
by  the  Ministry  of  Public  Works  on  April  16,  1904,  make 
no  mention  of  the  physical  qualities  of  the  metal  to  be  used 
for  reinforcement,  nor  does  the  revised  edition  of  these 
regulations,  dated  May  24,  1907. 

The  first  edition  limits  the  permissible  tensile  and  compres- 
sion stresses  in  the  steel  to  1200  kilos  per  qcm.  (17,068 


6o 


REINFORCED  CONCRETE  IN  EUROPE 


lbs.  per  sq.  inch)  and  this  is  reduced  in  the  revision  of 
May  24,  1907  to  1000  kilos  per  qcm.  (14,223  lbs.  per  sq. 
inch.) 

The  reason  why  the  physical  properties  of  the  metal  were 
omitted  is  that  they  are  given  in  the  Prussian  Government 
Regulations  of  November  25,  1891,  covering  the  "Manu- 
facture, Delivery  and  Erection  of  large  Steel  Construc- 
tions'" and  which  requirements  still  current  are  quoted 
below. 

The   regulations  of  May  24,  1907  give  the  following  in- 
structions in  reference  to  the  reinforcing  metal. 
"The  reinforcement  must  be  carefully  cleaned,  before  using,  from 
dirt,  grease,  and  loose  rust. 

It  must  be  placed  correctly,  and  at  the  right  distances  apart,  and 
held  in  place  by  special  arrangements. 

It  must  be  well  grouted  with  a  specially  fine  concrete  mixture. 
In  beams  where  the  reinforcement  is  placed  in  layers,  one  upon  an- 
other, each  layer  must  be  separately  grouted. 

Beams  must  be  covered  with  at  least  2  cm.  (0.79  inch)  of  con- 
crete. Plates  with  at  least  1  cm.  (0.39  inch)." 
The  following  table  shows  that  the  prescribed  physical  re- 
quirements of  the  Government  regulations  of  November 
25,  189 1  for  soft  steel  are  in  harmony  with  those 
adopted  in  1893  by  a  Joint  Committee  of  the  three  promi- 
nent societies : — "The  Society  of  German  Architects  and 
Engineers/'  "The  Society  of  German  Engineers"  and  the 
"Association  of  German  Iron  Masters"  and  later  in  March, 
1901,  by  the  "Association  of  German  Iron  Masters"  acting 
independently. 

Comparison  of  the  Three  Principal  Current  German  Specifica- 
tions for  Soft  Steel  Structural  Shapes,  Rounds  and 
Squares  in  Thicknesses  of  7  to  28  mm.  (0.276- 
1.102  inches). 

Tensile  strength 

t  A  x  Elongation, 

Direction  of     Kilos        Lbs.  per    per  cent. 
Name  of  specification  testing       per  mm2.      sq.  in.    in  200  mm. 

Government  Rules, 

Nov.  25,  1891   Longitud.      37  to  52,625  20 

44  62,582 

Transverse     37  to  52,625  20 

44  62,582 


METAL  USED  FOR  REINFORCEMENT 


61 


Joint  Committee  of  the 
German  Soc.  of  Arch- 
itects and  Engineers. 
Soc.  of  Engineers  and 
Assoc.    of  German 

Iron  Masters,  1893..  Eongitud.      37  to  52,625    .  20 

44  62,582 
Transverse    36  to  51,203  17 

45  64,004 

Association  of  German 
Iron  Masters,  March 

1901                           Eongitud.      37  to  52,625  20 

44  62,582 
Transverse    36  to  51,203  17 

45  64,004 

Inquiries,  as  to  the  metal  actually  used  in  Germany  for  re- 
inforcement were  addressed  to  two  prominent  authorities, 
C.  Kensten  and  H.  Haberstroh  who  replied  as  follows : — 

C.  Kersten  furnished  the  following  information  about  the 
reinforcing  metal.  He  is  a  contracting  engineer  of  Zittau, 
Germany,  has  been  appointed  "Royal  Teacher''  for  schools 
devoted  to  building  construction  and  is  the  author  of  two 
excellent  recent  books  on  reinforced  concrete,  one  for 
buildings  and  the  other  for  bridges.    He  stated: — 

"The  best  material  for  reinforcement  is  soft  steel  (Flusseisen) . 
Wrought  iron  is  now  seldom  used  because  soft  steel  is  stronger 
and  no  more  expensive  than  wrought  iron.  The  extra  expense  of 
using  high  carbon  steel  is  not  offset  by  the  less  quantity  required 
owing  to  the  possibilities  in  reducing  the  cross  section  of  the  re- 
inforcing rods." 

H.  Haberstroh,  head  teacher  in  the  Ducal  school  for  building- 
construction  at  Holzminden,  and  author  of  a  book  on  rein- 
forced concrete  published  in  1908,  wrote  as  follows  in  ref- 
erence to  present  German  practice : 

"Although  wrought  iron  is  still  used  to  some  extent  in  Germany 
for  reinforcement,  soft  steel,  which  now  costs  about  the  same,  is 
preferred  by  most  constructors  because  of  its  higher  tensile  strength 
and  its  greater  uniformity  and  freedom  from  impurities. 

Medium  soft  steel  of  a  higher  tensile  strength  is  more  expensive 


62 


REINFORCED  CONCRETE  IN  EUROPE 


and  its  use  is  only  warranted  when  a  concrete  of  extra  high  strength 
is  also  employed. 

It  is  not  the  practice  in  Germany  to  use  the  still  higher  carbon 
steels  for  reinforcement.'' 

Summary  of  Fourteen  Replies  to  Letters  Addressed  to  Promi- 
nent German  Constructors  in  Reinforced  Concrete. 

In  order  to  thoroughly  canvass  the  question  of  the  character 
of  metal  being  used  to-day  in  Germany  for  reinforcement, 
the  writer  addressed  letters  to  prominent  Constructors  in 
Reinforced  Concrete  and  received  14  replies  from  Firms 
located  in  it  different  Cities  in  all  parts  of  the  German 
Empire,  as  follows : 

Berlin,  Hannover,  Dortmund,  Diisseldorf,  Graudenz,  Halle 
a.S.,  Dresden,  Leipsig,  Strassburg,  Miilhausen,  Freiburg. 

The  letter  requested  a  reply  as  to  which  of  the  following 
Grades  of  steel  were  used  by  them  for  reinforcement. 


Grade  of  steel 
"  Flusseisen  "  (soft  steel)  . . . 

' '  Flussstahl' 9  (medium  steel) 
"  Stahl 99  (high  carbon  steel) 


Tensile  strength  Elongation, 

,  A  v  per  cent,  in 

Kilos  per      Lbs.  per    200  mm.- 
mm.2         sq.  inch  7.87  inches 

37  to       52,625  20 

44  62,582 

45  to       64,004  10 

60  85,338 

Elastic  limit 
35  to        49,78i  — 
37  52,625 


Out  of  14  Firms  replying  to  the  letters,  12  stated  that  they 
used  nothing  but  Soft  Steel  for  reinforcement. 

One  firm  replied  that  they  had  used  Medium  Steel  once, 
because  it  was  specified,  but  that  otherwise  they  had  al- 
ways used  Soft  Steel. 

One  firm  stated  that  although  they  usually  employed  Soft 
Steel,  they  still  sometimes  used  a  Medium  Steel  of  a 
tensile  strength  of  60  kilos  (85,338  lbs.  per  sq.  inch)  and 
an  elongation  of  10  per  cent. 

A  list  of  the  14  Firms  replying  is  as  follows : 

Stefifens  &  Nolle,  A.-G.,  Berlin,  W.  9.,  Kothenerstrasse  33. 


METAIy  USED  FOR  REINFORCEMENT 


63 


Allgemeine  Beton  &  Eisen  Gesellschaft  m.b.H.,  Berlin,  W. 

57,  Biilow-Strasse  55. 
Cementbau-Actiengesellschaft,    Hannover,  Artilleriestrasse 

28. 

W.  F.  K.  Lehmann,  Hannover,  Haltenhoffstr.  9. 
Robert  Grastorf,  G.m.b.H.,  Hannover,  Lemforderstrasse  12. 
Spezial-Geschaft  fiir  Beton  und  Monierbau  Franz  Schlii- 
ter,  Dortmund. 

Allgemeine  Hochbau-Gesellschaft  m.b.H.,  Diisseldorf,  Kreuz- 
strasse. 

Weber  Eisenbeton  G.m.b.H.,  Halle  a.S.,  Landwehrstrasse  9. 
Kampmann  &  Cie.,  Grattdenz. 

Johann  Odorico,  Dresden-n,  Leisniger  Strasse  74. 
Cementbaugeschaft  Rud.  Wolle,  Leipzig,  Gottschedstrasse 

17. 

Ed.  Ziiblin  &  Cie.,  Strassburg  i.E.,  Kuhngasse  12. 
Alfred  Miinzer,  Miilhausen  i.E.,  Hiibnerstrasse  15. 
Brenzinger  &  Comp.,  Freiburg  i.B. 

Austria. 

GOVERNMENT  SPECIFICATIONS  OF  NOV.  15,  1907,  NOW  IN  FORCE. 

In  Austria  the  current  standard  specification  for  Stamped 
Concrete  and  Reinforced  Concrete  Buildings  and  Street 
Bridges  was  issued  by  the  Ministry  of  the  Interior  in 
Nov.  15,  1907. 

Prior  to  this  date,  the  Prussian  Government  Regulations  of 
April  16,  1904  and  afterwards  as  revised  on  May  24, 
1907,  were  most  often  used  although  several  independent 
Specifications  were  issued  such  as  the  Special  Rules  issued 
in  1903  by  the  Building  Department  of  the  Imperial  Royal 
Railway  entitled  "  Special  Rules  for  the  calculation  and 
erection  of  reinforced  concrete.  Open  Constructions  over 
Standard  Railway  Lines. " 

In  the  above  current  Government  Specifications  for  Rein- 
forced Concrete  Construction  of  Nov.  15,  1907,  the  re- 
quirements for  the  Metal  used  for  reinforcement,  are 
those  issued  by  the  Minister  of  the  Interior  on  March  16, 


64 


REINFORCED  CONCRETE  IN  EUROPE 


1906  and  entitled:  "Regulations  for  the  Erection  of  Street 
Bridges  with  Iron  or  Wooden  Beams." 
These  requirements  are  as  follows : 

Soft  Steel  (Flusseisen)  for  Bridges,  when  made  in  an  open- 
hearth  furnace  must  have  a  tensile  strength  of  between 
36-45  kilos  per  mm2.  (51,203-64,004  lbs.  per  sq.  inch)  and 
a  coefficient  of  quality  of  100  (longitudinal)  and  of  90 
when  figured  on  the  transverse  elongation.  This  equals 
19.5  per  cent.  -  15.6  per  cent,  and  17.5  per  cent.  -  14.1  per 
cent,  respectively. 

Information  Obtained  from  Six  Leading  Contracting  Engineers. 

When  the  Soft  Steel  is  made  by  any  other  than  the  open- 
hearth  process  the  maximum  allowable  tensile  strength 
is  42  kilos  per  mm2.  (59,737  lbs.  per  sq.  inch) 

In  a  letter  dated  July  10,  1908  from  Janesch  &  Schnell,  a 
leading  Vienna  firm  of  Contracting  Engineers,  they  state 
that  it  is  impracticable  in  Austria  to  use  a  Steel  of  higher 
physical  qualities  than  Soft  Steel  (Flusseisen)  because 
the  prescribed  Government  Rules  do  not  permit  taking  any 
advantage  of  the  extra  strength  of  Medium  Steel  of  45  to 
60  kilos  per  mm2.  (64,004-85,338  lbs.  per  sq.  inch),  or  of 
high  carbon  steel  of  an  elastic  limit  of  35  to  37  kilos  per 
mm2.  (49,781  to  52,625  lbs.  per  sq.  inch). 
ED.  AST  &  CO. 

This  prominent  and  long  established  firm  of  Contracting 
Engineers  with  Offices  in  six  of  the  principal  Cities  of 
Austria,  have  their  own  System  of  reinforcement,  but.  also 
use  the  Systems  of  Hennebique,  Mollins,  Considere,  etc. 

They  wrote  on  Aug.  29,  1908  that  in  all  cases  they  used 
Soft  Steel  round  bars  for  reinforcement. 
FRANZ  VISINTINI. 

Consulting  and  Contracting  Engineer  of  Vienna,  is  the 
Inventor  of  the  Visintini  System  of  Hollow  Beams  intro- 
duced in  several  Countries,  and  the  American  Patents  for 
which  are  controlled  by  The  Concrete  Steel  Engineering 
Co.  of  New  York. 

Under  dates  of  July  20,  and  Aug.  28,  1908  he  wrote  that 


METAL  USED  FOR  REINFORCEMENT 


65 


he  never  used  high  carbon  steel  for  reinforcement,  that 
he  only  used  medium  steel  (Flussstahl)  of  a  Tensile 
Strength  of  45  to  60  kilos  per  mm2.  (64,004-85,338  lbs. 
per  sq.  inch)  on  one  occasion,  viz.,  in  a  building  in  Holland. 
Other  than  this,  it  is  his  uniform  practice  in  all  Countries 
to  use  first  quality  Soft  Steel  (Flusseisen)  of  a  guaranteed 
tensile  strength  of  4,000  kg.  per  cm2.  (56,892  lbs.  per  sq. 
inch). 

PITTEL  &  BRAUSEWETTER, 

Of  Vienna,  Contracting  Engineers,  who  have  used  the  Melan 
System  since  1892  also  use  Soft  Steel  (Flusseisen)  for 
reinforcement  as  do  also 
N.  RELLA  &  NEFFE, 
Of  Vienna  and 
WESTERMANN  &  CO., 
Of  Innsbruck. 

Hungary. 

SPECIFICATIONS  OF  THE  HUNGARIAN  SOCIETY  OF  ENGINEERS 
AND  ARCHITECTS. 

In  Hungary  the  only  specifications  for  reinforced  concrete 
construction  recognized  and  in  use  are  those  issued  by  the 
Hungarian  Society  of  Engineers  and  Architects. 

These  Specifications,  which  are  printed  in  the  Hungarian 
language,  stipulate  that  only  Soft  Open  Hearth  Steel 
shall  be  used  for  reinforcement.  They  only  permit  a 
working  stress  of  10  kilos  per  mm2.  (14,223  lbs.  per  sq. 
inch). 

Information  Obtained  from  Eight  Leading  Consulting  and  Con- 
tracting Engineers. 

In  the  Catalog  of 
ROBERT  WUNSCH, 

a  leading  Specialist  of  Budapest  on  Reinforced '  Concrete 
Construction,  and  inventor  of  the  "Wunsch"  System  for 
Floors,  Beams,  and  Bridges  in  use  in  Hungary  and  Aus- 
tria since  1892,  Wrought  Iron  is  specified  for  reinforce- 
ment. 


66 


REINFORCED  CONCRETE  IN  EUROPE 


Under  date  of  August  2nd,  1908,  he  wrote  that  the  advan- 
tages of  the  additional  strength  of  Medium  Steel  or  the 
higher  grade  of  Soft  Steel,  to  say  nothing  of  High  Carbon 
Steel,  could  not  be  taken  advantage  of  in  Hungary  in  rein- 
forced concrete  construction  because  the  Government 
Specifications  only  permit  using  a  working  stress  of  10  to 
12  kilos  per  mm.2  (14,223  to  17,068  lbs.  per  sq.  inch)  in 
calculations. 

He  further  explained  that  inasmuch  as  many  of  the  Iron 
and  Steel  Works  in  Hungary  were  either  owned  by  the 
Government  or  by  persons  with  influence  in  government 
circles,  there  was  no  likelihood  of  obtaining  any  better 
material  than  that  actually  required  by  the  Official  specifi- 
cations. 

JOSEF  SCHUSTLER, 

a  leading  Contracting  Engineer  of  Budapest,  wrote  on 
July  12,  1908  that  he  uses  only  Soft  Steel  for  reinforce- 
ment and  that  as  far  as  he  knew,  Medium  or  High  Car- 
bon Steel  had  only  been  used  experimentally  in  Hungary 
for  reinforcement. 

PROF.  DR.  CONSTANTIN  ZIELINSKI, 

a  Consulting  Engineer  of  Budapest,  and  who  has  issued 
a  System  of  calculation  used  as  a  basis  for  reinforced 
concrete  construction  by  many  of  the  leading  Hungarian 
Contractors,  wrote  under  date  of  July  27,  1908  that  he 
always  specifies  Soft  Steel  of  the  following  physical  prop- 
erties for  the  reinforcing  metal : 

Tensile  Strength. 

36  to  45  kilos  per  mm2.  (.51,203  to  64,004  lbs.  per  sq.  inch). 
Elongation. 

For  36  kilos  Steel,  Longitudinal  27  per  cent. 
Transverse  25  per  cent. 

For  45  kilos  Steel,  Longitudinal  22  per  cent. 
Transverse  20  per  cent. 

Inquiries  from  the  following  leading  Hungarian  authorities 
on  reinforced  Concrete  Construction,  all  of  Budapest,  con- 


METAL  USED  FOR  REINFORCEMENT 


67 


firmed  the  above  statements  in  reference  to  the  universal 
use  in  Hungary  of  Soft  Steel  for  reinforcement : 

PROF.  DR.  ING.  JOHANN  KOSSALKS. 

OBERINGENIEUR  ALEX  HAIM. 

ING.  EUGEN  J.  KIS. 

ING.  KOLOMAN  v.  BALIGH. 

ING.  DR.  BELA  v.  BRESTOVSZKY. 

Switzerland. 

SPECIFICATIONS  OF  THE  SWISS  ENGINEERING  AND  ARCHITEC- 
TURAL SOCIETY  OF  AUG.,  1903,  NOW  IN  FORCE. 

The  Specification  for  Reinforced  Concrete  Construction,  at 
present  officially  recognized  as  a  standard  in  Switzerland, 
was  prepared  and  adopted  in  August,  1903,  by  the  Swiss 
Engineering  and  Architectural  Society.  It  is  entitled: 
"Provisional  Specification  for  the  Designing,  Construction 
and  Inspection  of  Reinforced  Concrete  Buildings." 

A  Commission  appointed  by  the  State  is  now  engaged  in 
Preparing  a  Specification,  which  it  is  expected  will  be  fin- 
ished and  issued  by  the  Federal  authorities  in  1909. 

The  current  Specification  stipulates  that  the  metal  for  rein- 
forcement shall  be  Soft  Steel  (Flusseisen)  meeting  the 
requirements  of  the  Steel  Specifications  issued  by  the 
Swiss  Federal  Board  on  August  19,  1892  and  entitled 
"Proclamation  in  reference  to  the  Calculation  and  Testing 
of  Steel  Bridge  and  Floor  Constructions  for  the  Swiss 
Railways." 

The  Physical  Properties  of  the  Soft  Steel  used  for  Structural 
Shapes,  Rounds,  Squares  and  small  Flats  are  as  follows: 

Tensile  Strength  and  Elongation. 

36  to  45  kilos  per  mm2.  (51,203  to  64,004  lbs.  per  sq.  inch). 

Product  of  the  Tensile  Strength  and  the  percentage  of  Elon- 
gation after  rupture  measured  in  200  mm.  0.90. 

This  is  equivalent  to  25  per  cent.  Elongation  for  a  Tensile 
Strength  of  51,203  lbs.  per  sq.  inch  and  20  per  cent.  Elon- 
gation for  a  Tensile  Strength  of  64,004  lbs.  per  sq.  inch. 

The  specification  further  states  that  the  Soft  Steel  must  be 
homogeneous,  free  from  blisters  and  not  hot-short ;  it 


68 


REINFORCED  CONCRETE)  IN  EUROPE 


must  stand  cold  bending  both  in  the  condition  delivered 
and  after  hardening.  Rods  with  cracks,  burned  places, 
ridges  produced  by  rolling,  or  evidences  of  having  been 
reworked  must  be  rejected  for  Bridge  and  Floor  Con- 
structions. 

In  proof  that  the  above  Specifications  are  in  common  use 
in  Switzerland,  the  following  statements  obtained  by  inter- 
views and  correspondence  in  Zurich,  Lucerne  and  Laus- 
anne are  submitted. 

Information  Obtained  from  Four  Leading  Consulting  and  Con- 
tracting Engineers. 

PROF.  F.  SCHULE 

is  the  recognized  independent  authority  in  Switzerland  on 
Reinforced  Concrete  Construction.  He  is  in  charge  of 
the  Station  for  Testing  Materials  connected  with  the  Swiss 
Polytechnic  at  Zurich.  He  is  Chairman  of  the  Commis- 
sion on  Reinforced  Concrete,  appointed  by  the  Interna- 
tional Association  for  Testing  Materials,  and  the  Author 
of  many  technical  Papers  on  this  subject. 

Prof.  Schiile  stated  that  pending  the  Report  of  the  Swiss 
Federal  Commission  on  Reinforced  Concrete  in  1909,  that 
the  two  above  Specifications  governed  all  Reinforced  Con- 
crete Construction  in  Switzerland. 
INTERNATIONAL  SIEGWARTBALKEN-GESELLSCHAFT. 

The  central  Office  and  Works  of  this  Company,  who  control 
the  patented  Siegwart  Beam,  are  located  in  Lucerne. 
They  have  21  Agencies  in  10  different  Countries. 

They  wrote  under  date  of  July  9,  1908 : 

"We  use  for  reinforcement  a  Low  Carbon  Steel  of  the  following 
physical  properties" : — 

Tensile  Strength. 

40-50  kilos  per  mm.2  (56,892-71,115  lbs.  per  sq.  inch). 
Elastic  Limit. 

22-25  kilos  per  mm.2  (31,291-35,558  lbs.  per  sq.  inch). 
LOCHER  &  CIE. 

These  prominent  Contracting  Engineers  of  Zurich,  have  their 


METAL  USED  FOR  REINFORCEMENT  69 

own  patented  System  for  Floors,  Roofs  and  Beams,  but 
use  Considered  System  as  well  as  others.  They  wrote  on 
July  16,  1908. 

''For  reinforcement  we  use  Soft  Steel  (Flusseisen)  of  the  quality 
prescribed  in  the  Specification  of  the  Swiss  Federal  Board  dated 
Aug.  19,  1892,  and  of  a  minimum  tensile  strength  of  4000  kilos  per 
cm.2  (56,892  lbs.  per  sq.  inch). 

BUREAU  TECHNIQUE  DE  VALLIERE  &  SIMON. 

These  Consulting  and  Contracting  Engineers  of  Lausanne, 
own  the  patented  de  Valliere  System  of  Beam  Reinforce- 
ment, but  use  the  Melan  and  other  systems  as  well.  Under 
date  of  July  31,  1908  they  stated: 

"We  use  Soft  Steel  (Flusseisen)  in  all  our  reinforced  concrete 
constructions." 

Italy. 

SPECIFICATION  OF  THE  ITALIAN  ASSO.  FOR  THE  STUDY  OF 
MATERIALS  OF  CONSTRUCTION  OF  MAY  3,  1905,  NOW  IN 
FORCE. 

In  Italy  the  current  standard  specification  for  Reinforced 
Concrete  Construction  is  that  adopted  on  June  30,  1906 
by  the  "Italian  Association  (of  Bologna)  for  the  Study  of 
Materials  of  Construction".  This  specification  was  draft- 
ed by  a  Committee  of  seven  appointed  by  the  Association 
on  May  3,  1905. 

In  this  specification  the  metal  for  reinforcement  must  fulfill 
the  following  conditions. 

"A  homogeneous  basic  open-hearth  steel  of  a  tensile  strength  of  36 
to  45  kilos  per  mm.2  (51,203  to  64,004  lbs.  per  sq.  inch)  and  a  'co- 
efficient of  quality'  of  at  least  900.  This  is  equivalent  to  an  elonga- 
tion of  from  20  to  25  per  cent. 

The  Italian  Ministry  of  Public  Works  issued  on  Feb.  29,  1908, 
Official  Standard  Specifications  for  the  Testing  and  Acceptance  of 
Steel  Constructions.  These  specify  the  following  qualities  for  rolled 
structural  shapes  rounds  and  squares,  such  as  are  used  for  rein- 
forcement, which  are  practically  the  same  as  those  used  for  the 
Soft  Steel  of  the  previous  Specification/' 

Tensile  Strength. 

Longitudinal,  38  to  46  kilos  per  mm.2  (54,048  to  65,426  lbs.  per  sq. 
inch).  Transverse,  38  to  46  kilos  per  mm.2  (54,048  to  65,426  lbs. 
per  sq.  inch). 


jo 


REINFORCED  CONCRETE  IN  EUROPE 


Elongation. 

Longitudinal,  20  per  cent. 
Transverse,  17  per  cent. 
Coefficient  of  Quality. 

Longitudinal,  920. 
Transverse,  780. 

Information  Obtained  from  Ten  Leading  Consulting  and  Contract- 
ing Engineers  as  to  Metal  Used  in  Italy. 

Through  interviews  and  correspondence  with  the  following 
ten  firms,  it  was  ascertained  that  no  grade  of  steel  is  used 
in  Italy  for  reinforcement  other  than  that  meeting  the 
above  Specification,  which  calls  for  a  Soft  Steel. 
The  list  includes  the  principal  Italian  Consulting  and  Con- 
tracting Engineers  in  Reinforced  Concrete  Work  located 
in  Milan,  Rome,  Turin  and  Brescia. 
Societa  Ing.  H.  Bollinger,  Milan.    (System  Baroni-Luling) 
Societa  Domenighnetti  e  Bianchi,  Milan.    (System  Bianchi) 
Societa  del  Cemento  armato  Gabellini,   Rome.  (System 
Gabellini) 

Societa  Ing.  G.  A.  Percheddu,  Turin.    (System  Hennebique 
&  Siegwart) 

Societa  Odorico  &  Cie.,  Milan.    (System  Odorico) 
Societa  Italiana  costruzioni  e  cementi  armati,  Milan. 
Ing.  Leonardi  et  Cie. 

Societa  Bresciana  cementi  e  costruzioni,  Brescia. 

Societa  Gianassi  e  Pollino,  Turin. 

Societa  Italiana  Chini,  Milan. 

Societa  Romana  di  Costruzioni,  Rome. 


CEMENT  USED  IN  REINFORCED  CONCRETE.    THE  CHIEF 
REQUIREMENTS  OF  FOREIGN  CEMENT  SPECIFICA- 
TIONS COMPARED. 

INTRODUCTION. 

In  Appendix  No.  2,  the  chief  requirements  copied  from  14 
Specifications  for  Artificial  Portland  Cement  are  Classified 
under  13  Headings.  As  space  would  not  permit  including 
all  Foreign  Specifications,  the  following  selection  was 
made  representing  the  principal  current  specifications  and 
Recommendations  of  England,  France,  Germany,  Austria, 
Switzerland,  Russia,  and  those  of  the  International  Asso- 
ciation for  Testing  Materials. 

For  ENGLAND  seven  (7)  Specifications  are  quoted,  so  as  to 
include  all  shades  of  opinions. 

1.  The  British  Standard  Specification  for  Portland  Cement, 
as  revised  and  adopted  by  the  Engineering  Standards  Com- 
mittee in  June,  1907. 

2.  Certain  changes  in  the  above  British  Standard,  recom- 
mended during  a  personal  interview  in  July,  1908,  with 
Bertram  Blount,  F.  I.  C,  the  representative  of  the  institute 
of  Chemistry  on  the  Committee.  In  his  opinion  these 
changes  make  the  Standard  Specification  particularly  ap- 
plicable for  cement  for  reinforced  concrete. 

3.  Certain  changes  in  the  above  British  Standard,  recom- 
mended during  a  personal  interview  in  July,  1908,  with 
David  B.  Butler,  author  of  "Portland  Cement,  Its  Manu- 
facture, Testing  and  Use"  and  member  of  the  firm  of 
Henry  Faija  &  Co's  London  Cement  Testing  Works  and 
Chemical  Laboratory.  Mr.  Butler  is  a  recognized  author- 
ity but  was  not  a  member  of  the  British  Cement  Commit- 
tee. In  his  opinion  these  changes  make  the  Standard 
Specification  better  adapted  to  Cement  for  Reinforced 
Concrete. 

4.  Specifications  for  Portland  Cement  for  Reinforced  Con- 
crete suggested  by  J.  S.  de  Vesian,  a  Director  of  the 
British  Hennebique  Co.,  in  a  paper  read  November  6, 


72 


REINFORCED  CONCRETE  IN  EUROPE 


1907  before  the  Civil  and  Mechanical  Engineers'  Society 
of  London. 

5.  Specifications  for  Portland  Cement  adopted  in  May, 
1903,  by  the  Canadian  Society  of  Civil  Engineers. 

6.  Specifications  for  Portland  Cement  for  Reinforced  Con- 
crete, recommended  by  D.  G.  Somerville  &  Co.,  a  leading 
English  firm  of  constructing  engineers,  in  their  Catalog 
of  1907. 

7.  Specifications  for  Portland  Cement  for  Reinforced  Con- 
crete quoted  from  Marsh  and  Dunn's  "Manual  of  Rein- 
forced Concrete,"  London,  Feb.,  1908. 

NOTE  ON  THE  IMPORTATION  INTO  ENGLAND  AND  ITS  COLONIES 
OF  BOGUS  PORTLAND  OR  "NATURAL"  CEMENT. 

There  is  a  well-founded  prejudice  among  British  Engineers 
against  the  use  for  Reinforced  Concrete  of  any  but  well  known 
and  reliable  brands  of  Artificial  Portland  Cement  ground  very 
fine,  and  these  are,  in  large  jobs,  subjected  to  periodic  testing; 
to  insure  that  there  is  no  variation  in  quality. 

This  prejudice  against  any  but  the  best  Portland  cement  for 
Reinforced  Concrete  work,  and  the  stipulations  as  to  makers 
branding  their  cement  bags  or  barrels,  have  been  brought  about 
by  the  shipment  of  inferior  grades  of  British  Cement  in  the  bags 
of  well  known  standard  brands,  but  particularly  by  the  importa- 
tion into  England  and  especially  into  the  British  Colonies,  of 
low  and  variable  grades  of  Belgium  "Natural"  Cement  in  bags 
labelled  with  slight  variations  of  the  Trade  Marks  of  British 
Standard  Brands  of  Artificial  Portland  Cement. 

Largely  through  the  publicity  given  to  the  Reports  of  1906 
and  1907  from  the  British  Consul-General  for  Belgium,  and  the 
protests  of  British  Engineers  supervising  concrete  and  reinforced 
concrete  work  in  the  Colonies,  the  importation  of  Belgium  ficti- 
tious Portland  Cement  under  false  representation,  has  materially 
declined,  since  1906,  although  in  1908,  some  100,000  tons  of  this 
imported  material  was  used  in  Great  Britain. 

Several  failures  of  Reinforced  Concrete  Structures  have  been 
directly  traced  to  the  unintended  use  of  Belgian  natural  cement. 

For  FRANCE,  only  one  (1)  Specification  is  quoted;  that  issued 
by  the  Ministry  of  Public  Works  in  June,  1902,  because  this 


CEMENT  USED  IN  REINFORCED  CONCRETE 


73 


virtually  governs  the  acceptance  in  France  of  all  the  Artificial 
Portland  Cement  used  in  Reinforced  Concrete  construction. 

For  Government  work  this  Specification  of  course  governs 
and  is  now  in  force,  but  for  private  work,  French  Engineers' 
often  simply  specify  that  a  certain  well  known  and  reliable  Brand 
shall  be  used,  in  which  the  setting  time  is  known  to  be  convenient 
for  the  class  of  reinforced  concrete  construction  contemplated. 

A  personal  inquiry  in  Paris,  showed  that  out  of  25  manufac- 
turers of  Cement,  15  are  members  of  the  "Chambre  Syndicate 
des  Fabricants  de  Ciment  Portland  de  France/'  and  for  which 
Syndicate  the  Journal  "Le  Ciment"  is  the  official  organ. 

For  GERMANY,  two  (2)  Cement  Specifications  are  included 
in  the  Comparison  of  the  requirements.  First,  the  Government 
Standard,  covering  the  "Uniform  Delivery  and  Testing  of  Port- 
land Cement"  and  originally  issued  with  an  Official  letter  from  the 
Ministry  of  Public  Works  dated  Berlin,  July  28,  1887.  A  second 
letter  accompanying  a  revised  Specification  was  issued  or*  April 
23,  l%97  and  this  was  again  revised  and  issued  on  February  19, 
1902,  and  which  second  revision  is  still  in  force  (September, 
1908). 

Second,  the  Specification  adopted  by  the  Association  of  German 
Portland  Cement  Manufacturers,  at  its  Annual  Meeting  in  Feb- 
ruary, 1908. 

This  Association,  originated  in  1865,  now  includes  by  far  the 
majority  of  the  German  Portland  Cement  Makers  in  its  member- 
ship. It  holds  meetings  annually,  issues  prizes  to  stimulate 
investigation,  and  has  its  own  Laboratory  at  which  the  Cement 
made  by  each  member  is  periodically  tested.  Members  are 
bound  by  the  following  agreement: — 

"The  members  of  this  association  are  permitted  to  bring  into  the 
market  under  the  term  'Portland  cement*  only  such  material  as  is 
prepared  from  an  intimate  mixture  of  lime  and  clay  materials  as 
essential  ingredients,  burning  to  sintering  and  subsequently  grinding 
to  the  finest  of  flour.  They  obligate  themselves  not  to  recognize 
as  Portland  cement  any  material  which  is  prepared  otherwise  than 
above  stated,  or  which  during  or  after  the  burning  has  been  mixed 
with  foreign  bodies,  and  to  look  upon  the  sale  of  other  material 
under  the  name  of  Portland  cement  as  deceiving  the  purchaser. 
These  requirements  are  not  to  forbid  the  addition  of  not  more 
than  3  per  cent,  of  other  material  to  the  Portland  cement  for  the 
purpose  of  regulating  the  setting  time. 


74 


REINFORCED  CONCRETE  IN  EUROPE 


"The  members  of  the  association  further  obligate  themselves  to 
furnish  Portland  cement  which  will  in  all  respects  meet  the  require- 
ments of  the  Prussian  rr;inister  of  public  works. 

"When  a  consumer  requires  cement  for  a  particular  purpose,, 
coarser  ground  than  the  requirements,  or  colored,  its  preparation 
is  allowable. 

"If  a  member  of  the  association  offends  the  above  given  obligation,, 
he  shall  be  expelled  from  the  association.  His  expulsion  is  made 
known  publicly. 

"The  manufactured  product  of  each  member  of  the  association  is 
tested  yearly  in  the  laboratory  of  the  association  at  Karlshorst,  near 
Berlin,  and  the  results  are  given  out  at  the  general  meeting  of 
the  association/' 

For  AUSTRIA,  one  (i)  Cement  specification  is  quoted  and 
is  now  in  general  use,  viz. : — the  "Rules  for  the  Uniform  Delivery 
and  Testing  of  Portland  Cement  adopted  on  April  27,  1907,  by 
the  Austrian  Engineering  and  Architectural  Association." 

For  SWITZERLAND,  one  (1)  Specification,  the  only  one 
in  force  today,  viz. : — "Standard  Specification  for  the  Uniform 
Nomenclature,  Classification  and  Testing  of  Hydraulic  Binding 
Materials,  issued  by  the  Testing  Station  of  the  Federal  Poly- 
tecknic,  4th  Edition,  1901." 

For  RUSSIA,  one  (1)  Specification,  that  issued  by  the  Min- 
istry of  Public  Highways  on  April  15,  1905,  and  still  in  force. 
THE  INTERNATIONAL  AS30.  FOR  TESTING  MATERIALS, 

recommended  at  their  IV  Congress  held  in  Brussels,  Sep- 
tember 3-6,  1906,  Methods  of  Testing  Hydraulic  Ce- 
ments. While  these  are  subject  to  revision  at  the  next 
Congress  to  be  held  in  Copenhagen  in  Sept.,  1909,  the 
chief  requirements  are  included  in  the  following  Com- 
parison. 

COMPARISON  OF  FOREIGN  CEMENT  SPECIFICATIONS.    (See  Appen- 
dix No.  2). 

In  the  comparison  of  fourteen  (14)  Foreign  Specifications 
for  Artificial  Portland  Cement,  the  requirements  are  classi- 
fied under  thirteen  (13)  Headings. 

For  brevity,  references  were  omitted  to  instructions  relating 
to  the  manufacture,  the  sampling  and  the  preparation  of 
the  sample  for  testing  and  analysis,  and  which  details 
should  form  a  part  of  every  Cement  Specification ;  also 


CEMENT  USED  IN  REINFORCED  CONCRETE 


75 


references  to  the  packing,  branding,  storage  and  the  con- 
ditions governing  the  acceptance  of  the  consignments 
which  the  sample  represents. 

Under  each  of  the  13  Headings  no  mention  is  made  of  the 
Specifications  which  do  not  contain  a  clause  referring  to 
requirement  mentioned  in  the  Heading. 

The  Headings  are  as  follows: 

1.  — Fineness. 

2.  — Chemical  Composition. 

3.  — Specific  Gravity. 

4.  — Weight. 

5.  — Soundness  or  Constancy  of  Volume. 

6.  — Distortion  in  Cold  and  Hot  Water. 

7.  — Setting  Time. 

8.  — Mode  of  Gauging. 

9.  — Neat  Test   (Tensile  Strength). 

10.  — Sand  Test  (Tensile  Strength). 

11.  — Compressive  Strength. 

12.  Blowing  Test. 

13.  — Coolness. 


CONCRETE  USED  FOR  REINFORCED  CONCRETE.    THE  CHIEF 
REQUIREMENTS  OF  FOREIGN  SPECIFICATIONS 
COMPARED. 


Foreign  Specifications  and  Recommendations  Compared,  In- 
cluding the  Ingredients,  their  Proportioning  and  Mix- 
ing and  the  Placing  of  the  Concrete  in  Rein- 
forced Concrete  Construction. 

INTRODUCTION. 

The  Specifications  for  Portland  Cement,  which  is  universally 
recommended  as  the  only  Proper  matrix  for  Concrete  for 
Reinforced  Concrete  Construction,  have  been  compared 
elsewhere  in  this  Report. 

In  all  Countries,  the  specified  requirements  for  the  other  in- 
gredients of  Concrete  are  so  similar  that  it  is  not  necessary 
to  compare  them  by  classifying  under  certain  Headings, 
actual  quotations  from  each  Specification,  and  the  Recom- 
mendations of  the  leading  authorities,  as  was  done  in  the 
case  of  Cement. 

All  authorities  unite  in  emphasizing  the  importance  of  using 
only  the  best  quality  of  Sand  and  of  the  other  Aggregates 
which  make  up  the  Concrete  used  for  different  kinds  of 
Work. 

The  importance  of  properly  proportioning  the  ingredients, 
and  thoroughly  mixing  them,  and  using  care  in  placing 
the  concrete  is  also  universally  recognized. 

DISCUSSION  OF  THE  FOREIGN  CONCRETE  SPECIFICATIONS  UNDER 
THE  FOLLOWING  HEADINGS:— 

In  the  pages  immediately  following,  the  principal  specified 
Requirements  are  discussed  under  the  following  Headings, 
but  without,  in  most  cases,  actually  quoting  the  text  of 
the  current  Specifications  for  England,  France,  Germany, 
Austria  and  Switzerland,  and  all  of  which  have  been 
studied  in  preparing  this  discussion. 

1.  — Sand. 

2.  — Aggregates. 


CONCRETE  USED  FOR  REINFORCED  CONCRETE 


77 


3.  — Water. 

4.  — Proportions  of  tlie  Ingredients. 

5.  — Mixing. 

6.  — Placing. 

1.  Sand. 

The  Sand  should  be  composed  of  hard  and  coarse  grains  of 
all  sizes  instead  of  one  uniform  size,  as  is  the  "Standard"  sand 
referred  to  in  Cement  Specifications.  Fine  sand  alone  is  not 
suitable,  and  the  finer  the  sand  the  greater  is  the  quantity  of 
cement  required  for  equal  strength  of  mortar. 

The  British  Joint  Committee  recommended  "hard  grains  of 
various  sizes  up  to  particles  which  will  pass  a  quarter-inch 
square  mesh,  but  of  which  at  least  75  per  cent,  should  pass  J/$ 
inch  square  mesh". 

The  sand  should  be  clean  and  free  from  ligneous,  organic, 
or  other  earthy  matter.  The  value  of  a  sand  cannot  always  be 
judged  from  its  appearance,  and  tension  tests,  of  the  mortar 
prepared  with  the  cement  and  the  sand  proposed,  should  always 
be  made.  To  insure  uniformity,  these  tests  should  be  continued 
at  intervals  of  7  days,  28  days,  and  3  months  both  in  the  natural 
state  and  after  washing  the  sand.  If  the  natural  sand  gives 
higher  tensile  strength,  washing  can  be  dispensed  with. 

Washing  does  not  always  improve  sand,  as  the  finer  particles 
which  may  be  of  value  to  the  compactness  and  solidity  of  the 
mortar  are  carried  away  in  the  process.  Washing  is  however 
often  necessary  to  properly  clean  the  sand  from  objectionable 
impurities. 

Sea  sand,  if  used  should  be  freed  from  salt,  or  the  concrete 
will  effloresce.  In  Marine  reinforced  concrete  construction  this 
objection  does  not  apply  and  sea  sand  is  almost  invariably  used. 
Salt  does  not  afifect  the  strength. 

2.  Aggregates. 

The  nature  of  the  "Aggregate"  has  a  direct  influence  on  the 
quality  and  strength  of  the  concrete.  While  the  selection  is 
ordinarily  governed  by  the  materials  obtainable  in  the  locality, 
careful  consideration  should  be  given  to  the  character  of  the 
work  and  the  desired   qualities   in   the   finished  construction. 


78 


REINFORCED  CONCRETE  IN  EUROPE 


Local  materials  should  be  carefully  tested  and  not  employed  if 
found  unsuitable,  unless  their  inferior  quality  is  taken  into  ac- 
count in  making  the  calculations. 

When  considerable  fire-resistance  is  essential,  limestone  and 
like  materials  liable  to  disintegrate  or  become  calcined  under 
the  action  of  fire  must  not  be  employed. 

Flints  are  also  liable  to  disintegrate  under  the  action  of  fire 
and  the  application  of  jets  of  water  on  the  hot  surface,  but  if 
they  are  broken  before  being  used  as  an  aggregate  this  tendency 
is  much  less  marked. 

The  British  Joint  Committee  summarize  the  choice  of  the 
aggregate  from  the  point  of  fire-resistance,  as  follows : 

"The  material  to  be  used  in  any  given  case  should  be  governed  by 
the  amount  of  fire-resistance  required  as  well  as  by  the  cheapness 
of,  or  the  facility  of  procuring,  the  aggregate. 

Experiments  and  actual  experience  of  fires  show  that  concrete  in 
which  limestone  is  used  for  the  aggregate  is  disintegrated,  crumbles 
and  loses  coherence  when  subjected  to  very  fierce  fires,  and  that  con- 
cretes of  gravel  or  sandstone  also  suffer,  but  in  a  rather  less 
degree.*  The  metal  reinforcement  in  such  cases  generally  retains 
the  mass  in  position,  but  the  strength  of  the  part  is  so*  much  dimin- 
ished that  it  must  be  renewed.  Concrete  in  which  coke-breeze,  cin- 
ders, or  slag  forms  the  aggregate  is  only  superficially  injured,  does 
not  lose  its  strength,  and  in  general  may  be  repaired.  Concrete  of 
broken  brick  suffers  more  than  cinder  concrete  and  less  than  gravel 
or  stone  concrete." 

Other  conditions  being  similar,  the  aggregate  should  consist  of 
the  hardest  local  stone  obtainable,  other  than  limestone  and  flint. 

Both  Broken  Stone  and  what  is  known  as  "Shingle" ,  that  is 
gravel  with  the  sand  screened  out,  are  used.  In  either  case  it 
must  be  clean  and  perfectly  free  from  earthy  or  organic  matters 
of  any  kind.  Shingle  that  has  come  in  contact  with  acid  or 
alkaline  solution,  must  in  no  case  be  used. 

In  some  cases  the  rounded  "Shingle"  is  preferable  to  broken 
stone  as  so  many  stones  have  a  flaky  cleavage  and  th,e  rounded 
pebbles  make  a  more  even  and  sounder  concrete  than  these  flaky 
pieces,  owing  to  the  ease  with  which  the  sand  and  cement  can 
fill  the  voids. 

The  aggregate  should  vary  in  size  as  much  as  possible  between 
the  limits  of  size  allowed  for  the  work.  In  all  cases,  material  which 

*  The  smaller  the  aggregate  the  less  the  injury. 


CONCRETE  USED  FOR  REINFORCED  CONCRETE 


79 


passes  a  sieve  of  a  quarter-inch  square  mesh  should  be  reckoned 
*  as  sand.  The  maximum  allowable  size  is  usually  }i  inch.  The 
maximum  limit  must  always  be  such  that  the  aggregate  can  pass 
between  the  reinforcing  bars  and  between  these  and  the  centering. 
The  sand  should  be  separated  from  the  gravel  or  broken  stone 
by  screening  before  the  materials  are  measured. 

When  the  use  of  Furnace  Ashes  or  Coke  Breeze  is  allowable, 
only  such  qualities  should  be  employed  as  are  free  from  dust 
and  unburnt  coal  and  are  thoroughly  burnt.  They  should  be  as 
free  as  possible  from  sulphur  and  other  impurities.  Pan  Breeze 
or  Slack  Coal  should  not  be  used  as  a  substitute  for,  nor  should 
it  be  mixed  with,  Coke  Breeze. 

When  using  Ashes  and  Breeze  as  aggregates,  the  metal  rein- 
forcements should  be  thoroughly  coated  with  cement  grout  before 
they  are  embedded.  Plenty  of  water  should  be  used  in  mixing, 
as  severe  ramming  will  crush  these  materials  and  thus  the  par- 
ticles will  not  be  thoroughly  surrounded  with  the  mortar. 

Allowance  for  the  smaller  resistance  of  these  two  materials 
must  be  made  in  the  designs,  when  they  are  employed. 

Broken  Slag,  unless  free  from  Sulphur,  should  not  be  used. 
Judging  a  slag  from  the  analysis  of  a  small  sample  is  not  safe, 
because  its  composition  varies  with  changes  in  the  operation  of 
the  furnace  or  in  the  nature  of  the  materials  being  smelted. 

What  is  known  as  "twice  burnt  slag"  for  concrete  is  a  furnace 
slag  broken  to  the  specified  size  and  then  burnt  in  heaps  to  free 
it  from  sulphur.  It  should  afterwards  be  .well  washed  and 
weathered  in  the  open  air. 

3.  Water. 

The  water  used  in  mixing  should  be  fresh  and  clean,  and  free 
from  organic  and  inorganic  matter,  oil,  acids  and  strong  alkalies. 
Sea  water  should  not  be  used.  The  use  of  water  strongly  im- 
pregnated with  lime  weakens  the  strength  of  the  concrete. 

As  the  amount  of  water  to  be  added  depends  upon  the  tem- 
perature at  the  time  of  mixing  of  the  materials  and  the  state  of 
these,  and  on  other  factors,  no  definite  general  recommendation 
can  be  made.  In  all  cases,  however,  a  sufficient  quantity  to 
thoroughly  hydrate  all  the  cement,  must  be  used.  Furthermore 
the  water  must  be  measured  so  that  exactly  the  same  amount  is 


cSo 


REINFORCED  CONCRETE  IN  EUROPE 


used  for  each  batch,  and  it  should  not  be  put  into  the  "Mixer' 
with  a  hose,  as  this  invariably  results  in  a  lack  of  uniformity  in  the 
fluidity  of  the  mix. 

There  is  much  difference  of  opinion  as  to  the  quantity  of 
water  that  should  be  used.  Some  constructors  mix  very  dry.  and 
trust  that  ramming  will  make  a  homogeneous  concrete  and  a  thor- 
oughly protective  coating  on  the  reinforcements,  while  others  use 
a  fairly  wet  mixture,  as  less  ramming  is  required. 

Marsh  and  Dunn  summarize  recent  practice  in  this  regard  as 
follows : 

"It  seems  that  in  a  general  way,  the  amount  of  water  may  vary  within 
certain  limits,  both  too  wet  and  too  dry  concretes  being  dangerous.  It  is 
certain  that  the  employment  of  moderately  wet  concrete  better  ensures 
the  protection  of  the  reinforcements  and  cheapens  the  production,  both  on 
account  of  the  smaller  amount  of  ramming  required  and  the  consequent 
need  for  less  rigid  falsework. 

In  certain  cases  it  may  be  better  to  use  "wet"  and  in  others  "dry",  but 
there  must  be  always  sufficient  water  to  hydrate  all  the  cement.  Where 
the  work  is  easily  gotten  at,  and  the  ramming  can  be  thoroughly  effected 
around  the  reinforcements,  a  "dry"  concrete  is  probably  the  better,  but  care 
is  necessary  that  it  must  not  err  on  the  side  of  excessive  dryness.  The 
broken  stone  should  always  be  thoroughly  well  wetted  before  gauging,  so 
as  not  to  absorb  the  water  from  the  mortar.  There  is  also  danger  with 
the  use  of  "dry"  concrete  of  forming  lines  of  cleavage  between  the  succes- 
sive layers. 

Where  the  piece  is  of  small  dimensions  and  the  space  around  the  rein- 
forcements not  easily  gotten  at  for  ramming,  it  is  advisable  to  employ  a 
"wet"  concrete,  but  in  this  case  care  must  be  taken  to  avoid  the  use  of 
excessive  water,  and  a  certain  amount  of  working  and  ramming  should  be 
done  to  eliminate  the  air  and  to  prevent  voids  being  left. 

In  some  cases  where  pipes,  etc.,  are  formed  by  running  grout  of  quick- 
setting  cement  into  moulds,  ramming  is  entirely  dispensed  with." 

4.    Proportions  of  the  Ingredients  for  Concrete. 

The  best  proportions  for  the  different  materials  necessarily 
vary  somewhat  with  the  character  of  the  reinforced  concrete 
construction. 

The  question  of  expansion  and  contraction  must  be  considered, 
as  the  richer  the  mixture,  the  more  liable  it  is  to  expand  and 
contract  under  changes  of  temperature. 

Where  entire  impermeability  to  liquids  is  a  requisite  such  as 


CONCRETE  USED  FOR  REINFORCED  CONCRETE  8l 

in  Reservoirs  and  for  Sea  Walls,  Quays,  etc.,  a  larger  proportion 
of  cement  must  be  used. 

The  British  Joint  Committee  makes  the  following  recommenda- 
tions : 

"Proportions  of  the  Concrete.  In  all  cases  the  proportions  of  the 
cement,  sand,  and  aggregate  should  be  separately  specified  in  volumes. 

As  the  strength  and  durability  of  reinforced  concrete  structures  depend 
mostly  on  the  concrete  being  properly  proportioned,  it  is  desirable  that  in 
all  important  cases  tests  should  be  made  as  described  herein  with  the  actual 
materials  that  will  be  used  in  the  work  before  the  detailed  designs  for  the 
work  are  prepared. 

In  no  case  should  less  dry  cement  be  added  to  the  cement  when  dry, 
than  will  suffice  to  fill  its  interstices,  but  subject  to  that,  the  proportions 
of  the  cement  and  sand  should  be  settled  with  reference  to  the  strength 
required,  and  the  volume  of  mortar  produced  by  the  admixture  of  sand 
and  cement  in  the  proportions  arranged,  should  be  ascertained. 

For  convenience  on  small  works  the  following  figures  may  be  taken  as 
a  guide,  and  are  probably  approximately  correct  for  medium  silicious  sand : 


Parts  cement  Parts  sand  Parts  mortar 

i              4-              %              —  i. 20 

1  1  1.50 

1  iy2  1.90 

1  2  2.35 

1  2%  2.70 

1  3  3.00 


The  interstices  in  the  aggregate  should  be  measured  and  at  least  suffi- 
cient mortar  allowed  to  each  volume  of  aggregate  to  fill  the  interstices 
and  leave  at  least  10  per  cent,  surplus. 

For  ordinary  work  a  proportion  of  one  part  cement  to  two  parts  sand 
will  be  found  to  give  a  strong,  practically  water-tight  mortar,  but  where 
special  water-tightness  or  strength  is  required  the  proportion  of  cement 
must  be  increased. 

The  amount  of  cement  added  to  the  aggregate  should  be  determined  on 
the  work  by  weight.  The  weight  of  a  cubic  foot  of  cement  for  the  purpose 
of  proportioning  the  amount  of  cement  to  be  added  may  be  taken  at  90  lbs." 

D.  G.  Somerville  &  Co.,  London,  recommend  for  general 
work  a  mixture  of  1  of  cement,  2  of  sand  and  3  of  broken  stone 
or  shingle ;  For  beams  or  stanchions  1:2:4  and  for  floor  slabs 
1  :  2^2  with  5  of  shingle  or  broken  stone  or  else  3  parts  of  coke 
breeze,  ashes  or  clinker. 

Marsh  &  Dunn  state  that  "an  ordinary  mixture  of  concrete  is 
in  the  proportion  of  610  lbs.  of  cement  to  133/2  cubic  feet  of  sand 
and  27  cubic  feet  of  stone.    This  is  approximately  1:2:4  mix- 


82 


REINFORCED  CONCRETE  IN  EUROPE 


ture.  Any  other  mixture  by  volume  can  be  altered  into  a  mixture 
by  weight  by  assuming  the  cement  to  weigh  90  lbs.  per  cubic 
foot.  The  proportioning  should  be  effective  by  using  the  weight 
of  cement  in  one  bag  or  barrel,  as  delivered  by  the  manufacturers, 
as  a  unit  and  adjusting  the  amount  of  sand  and  shingle  to  this 
weight.  If  the  cement  is  turned  out  of  the  bags  or  barrels  for 
the  purposes  of  storing,  it  should  be  weighed  again  as  rebagged 
or  packed,  and  each  bag  or  barrel  must  contain  no  less  weight 
of  cement  than  the  above  mentioned  unit.  Every  facility  must 
be  given  to  any  inspector  or  clerk  of  works,  representing  the 
engineer  or  architect,  to  properly  supervise  the  process  of 
weighing.  j 

The  sand  and  stone  must  be  measured  in  gauge  boxes  of  the 
capacity  necessary  to  contain  the  proper  amounts  for  mixing  with 
the  cement  as  specified  above. 

Cement  Mortar. — The  cement  mortar,  where  used  for  uniting 
surfaces  should  be  composed  of  1,220  lbs.  of  cement  to  27  cubic 
feet  of  sand,  this  is  approximately  a  1 :  2  mixture,  the  proportion- 
ing being  effected  in  the  same  manner  as  described  above.  It 
must  be  thoroughly  mixed,  until  of  an  even  color  throughout, 
with  a  sufficiency  of  water  on  clean  close-boarded  platforms  of 
sufficient  size." 

J.  S.  E.  de  Vesian,  a  Director  of  the  British  Hennebique 
Company,  states  that  the  average  mixture  adopted  in  ferro- 
concrete construction  is  as  follows : 

Portland  cement  6  cwt. 

Sharp  sand  13^2  cu.  ft. 

Washed  gravel  27  cu.  ft. 

These  quantities  when  properly  rammed  yield  about  31  cu.  ft. 
of  concrete. 

Marsh  &  Dunn  give  the  following  method  for  determining 
the  proper  proportions  of  the  ingredients : 

1.  "Find  the  percentage  of  decrease  of  volume  of  the  stone  by  ram- 
ming. (This  may  be  taken  in  most  cases  as  5  per  cent.,  being  a  sufficiently 
near  approximation). 

2.  Find  the  percentage  of  voids  in  the  broken,  stone  or  shingle. 

3.  Decide  on  the  percentage  of  mortar  in  excess  of  voids  that  shall  be 
employed.  (For  such  stone  as  is  used  in  reinforced  concrete  with  a  mod- 
erately wet  mortar  will  be  about  20  per  cent.) 


CONCRETE  ,USED  FOR  REINFORCED  CONCRETE  83 


4.  Find  the  weight  of  cement  and  volume  of  sand  in  a  unit  volume  of 
mortar  as  described  (M.  &  D.  p.  137). 

5.  Find  from  (1)  the  volume  of  stone  when  rammed  to  the  unit  volume 
loose,  and  by  adding  to  this  the  extra  volume  caused  by  the  percentage  of 
mortar  which  is  in  excess  of  the  voids,  the  volume  of  the  concrete  pro- 
duced by  a  unit  volume  of  loose  stone  will  be  obtained. 

6.  The  volume  of  loose  stone  to  form  a  unit  volume  of  concrete  is  then 
obtained  by  dividing  1  by  the  volume  of  concrete  found  above,  and  the 
volume  of  rammed  stone  will  be  less  than  this  quantity  by  the  percentage 
found  in  (1). 

7.  Find  the  volume  of  mortar  which  will  be  required  for  this  volume 
of  rammed  stone,  from  which  may  be  determined  the  amount  of  cement 
and  sand  required  for  a  unit  volume  of  concrete. 

As  an  example :  Suppose — 

1.  That  the  stone  decreases  5  per  cent,  of  its  volume  by  ramming. 

2.  That  it  has  45  per  cent,  of  voids  when  rammed. 

3.  That  we  use  20  per  cent,  of  mortar  in  excess  of  the  voids  in  the 
stone. 

4.  That  1,000  pounds  of  cement  and  24  cubic  feet  of  sand  are  found  to 
make  1  cubic  yard  of  mortar. 

5.  As  the  stone  decreases  5  per  cent,  by  ramming,  1  cubic  yard  of  loose 
stone  will  make  0.95  cubic  yard  when  rammed,  and  will  have  45  per  cent, 
of  voids,  therefore — 0.95  +  (0.95  X  0.45  X  0.20)  =  1.03  cubic  yards  of 
concrete. 

6.  As  1.03  cubic  yards  of  concrete  are  made  from  1  cubic  yard  of 
loose  stone,  we  shall  require  1/1.03  =  0.97  cubic  yard  of  loose  stone  to 
make  1  cubic  yard  of  concrete.  The  volume  of  the  stone  when  rammed 
will  be  0.97  x  0.95  =  c.92  cubic  yard. 

7.  The  mortar  is  20  per  cent,  in  excess  of  the  voids  in  the  rammed 
stone ;  we  have  therefore  for  the  volume  of  mortar  required  to  make  1 
cubic  yard  of  concrete  0.92  x  0.45  x  1.20  =  0.50  cubic  yard.  But  there  are 
1,000  pounds  of  cement  and  24  cubic  feet  of  sand  in  1  cubic  yard  of 
mortar;  we  must  therefore  have  1,000  x  0.50  =  500  pounds  of  cement  and 
24  x  0.50  =  12  cubic  feet  of  loose  sand  to  make  one  cubic  yard  of  concrete. 

We  have,  then,  for  1  cubic  yard  of  concrete : — 99 

Proportions  in  cubic 

Cement  feet  of  aggregate  per 

■  *  »       Sand.  Stone.  bag  of  224  pounds 

Cubic  feet       Loose.  Loose.     Proportions  by  volume         of  cement 

Weight   at  90  lbs.  per     Cubic  Cubic     ,  «  ,   ,  4  » 

pounds      cubic  foot         feet  feet      Cement    Sand    Stone      Sand  Stone 

500  5.55  I2.0  26.2  I        2.16      4.72       5.38  II.74 

5.  Mixing. 

The  proper  mixing  of  the  concrete  is  of  the  greatest  import- 
ance, as  the  strength  of  the  reinforced  Structure  depends  greatly 
on  the  evenness  of  the  concrete  employed. 


84 


REINFORCED  CONCRETE  IN  EUROPE 


In  all  cases  the  concrete  should  be  mixed  in  small  batches  and  in 
accurate  proportions,  and  should  be  laid  as  rapidly  as  possible 
Retempering  is  not  permissible. 

Whenever  practicable  the  concrete  should  be  mixed  by  ma- 
chinery, and  "batch"  machines  are  considered  to  give  more  uni- 
form results  than  "continuous"  machines. 

The  mixture  of  the  ingredients  should  be  such  that  the  resulting 
concrete  is  of  an  even  color  throughout  and  of  a  consistency  that 
when  placed  in  the  work  it  shall  quake  slightly  when  rammed. 

A  competent  foreman  should  be  in  constant  attendance  to  give 
his  approval  of  every  batch  before  it  is  used. 

Marsh  and  Dunn  recommend  that  if  the  concrete  is  mixed 
by  hand,  the  operations  must  be  performed  on  a  clean  close-board- 
ed platform  of  sufficient  size,  the  sand  and  cement  being  first  thor- 
oughly incorporated  in  a  dry  state  by  rakes  and  shovels  until  the 
color  of  the  cement  is  uniformly  distributed  throughout  the 
sand;  after  which  the  proper  quantity  of  water  should  be  added 
and  the  mortar  thoroughly  remixed ;  the  stones,  which  must  have 
been  previously  well  wetted,  must  then  be  added  and  the  whole 
well  mixed  by  rakes  and  shovels  until  of  an  even  color  through- 
out. 

D.  G.  Somerville  &  Co.,  London,  state  that  where  possible 
they  mix  concrete  by  machinery,  but  when  mixing  by  hand  they 
always  turn  the  material  at  least  twice  while  dry  and  twice  when 
water  has  been  added,  the  actual  turning  while  the  water  is 
being  added,  not  being  counted. 

6.    Placing  of  Concrete. 

The  British  Joint  Committee  state  that  the  efficiency  of  the 
structure  depends  chiefly  on  the  care  with  which  the  laying  is 
done.    They  make  the  following  recommendations : 

"The  thickness  of  loose  concrete  that  is  to  be  punned  should  not  exceed 
three  inches  before  punning,  especially  in  the  vicinity  of  the  reinforcing 
metal.  Special  care  is  to  be  taken  to  ensure  perfect  contact  between  the 
concrete  and  the  reinforcement,  and  the  punning  to  be  continued  till 
the  concrete  is  thoroughly  consolidated.  Each  section  of  concreting  should 
be  as  far  as  possible,  completed  in  one  operation ;  when  this  is  impractica- 
ble, and  work  has  to  be  recommenced  on  a  recently  laid  surface,  it  is  neces- 
sary to  wet  the  surface ;  and  where  it  has  hardened  it  must  be  hacked  off, 
swept  clean,  and  covered  with  cement  grout.    Work  should  not  be  carried 


CONCRETE  USED  FOR  REINFORCED  CONCRETE  85 


on  when  the  temperature  is  below  34  degrees  F.  The  concrete  when  laid 
should  be  protected  from  the  action  of  frost,  and  shielded  against  too 
rapid  drying  from  exposure  to  the  sun's  rays  or  winds,  and  kept  well 
wetted.    All  shaking  and  jarring  must  be  avoided. 

The  Trussed  Concrete  Steel  Co.  of  Detroit  have  issued  excellent  in- 
structions governing  the  proper  placing  of  Concrete  in  reinforced  concrete 
construction." 


REINFORCED  CONCRETE.    FOREIGN  SPECIFICATIONS  AND 
RECOMMENDATIONS  COMPARED  UNDER  THE  CHIEF 
SPECIFIED  REQUIREMENTS. 

INTRODUCTION. 

In  the  pages  immediately  following,  the  chief  requirements 
of  7  Specifications  for  Reinforced  Concrete  are  classified 
under  10  Headings. 

The  principal  Specifications  for  England,  France,  Germany, 
Austria,  and  Switzerland  are  included  in  the  Comparison. 

As  the  Specifications  governing  the  acceptance  of  the  differ- 
ent materials  used  in  reinforced  concrete  construction,  viz : 
the  Portland  Cement,  the  Matrix  and  the  Metal,  have  each 
already  been  discussed,  all  references  to  these  materials, 
given  in  the  Specifications  for  Reinforced  Concrete  dis- 
cussed below,  have  been  omitted. 

Under  each  of  the  ten  Headings,  quotations  from  the  7 
Specifications  are  limited  to  important  references  to  the 
particular  requirements. 

For  England,  the  Comparison  includes  three  Specifications. 

The  Recommendations  of  the  Joint  Committee  on  Rein- 
forced Concrete  appointed  under  the  auspices  of  the  Royal 
Institute  of  British  Architects,  and  whose  Report  was 
adopted  at  a  General  Meeting  of  the  Institute  held  on  May 
27,  1907.  The  Specifications  issued,  in  their  Catalog  of 
1007,  by  D.  G.  Somerville  &  Co.,  a  leading  English  firm 
of  Contracting  Engineers.  The  recommendations  made  by 
Marsh  &  Dunn  either  in  their  Treatise  on  "Reinforced 
Concrete"  published  in  1906,  or  in  their  "Manual  of 
Reinforced  Concrete"  dated  February,  1908. 

For  France,  the  Government  Rules,  signed  by  the  Ministry 
of  Public  Works  on  October  20,  1906,  and  republished  in 
1907  with  the  correction  of  some  errors  contained  in  the 
first  draft  as  issued.  The  history  of  the  "Commission  du 
Ciment  Arme,"  is  given  elsewhere  when  discussing  the 
various  Technical  and  Official  Bodies  of  each  Country 
interested  in  this  Subject.    From  personal  interviews  with 


REINFORCED   CONCRETE.     FOREIGN    SPECIFICATIONS,    ETC.  8/ 

the  leading  French  Engineers  of  Reinforced  Concrete,  the 
Writer  learned  that  these  are  practically  the  only  Specifi- 
cations on  Reinforced  Concrete  now  recognized  in  Francer 
and  that  in  cases  where  they  are  not  used,  the  Contractor 
is  made  responsible  for  the  entire  work  under  a  heavy 
forfeit  in  case  of  accident. 

For  Germany,  the  Prussian  Government  Regulations  issued 
by  the  Ministry  of  Public  Works  on  May  24,  1907,  are  in- 
cluded in  the  Comparison.  These  represent  a  revision  of 
the  Regulations  issued  on  April  16,  1904,  and  they  will 
doubtless  be  again  revised  as  soon  as  the  important  "Com- 
mission on  Reinforced  Concrete,"  appointed  in  1905  by  the 
Prussian  Ministry  of  Public  Works,  and  elsewhere  re- 
ferred to,  have  finished  their  deliberations. 

In  the  erection  of  Reinforced  Concrete  Constructions 
throughout  Prussia,  the  requirements  of  these  current 
Government  Specifications  of  May  24,  1907,  are  obliga- 
tory. 

For  Austria,  only  the  Government  Regulations  issued  on 
November  15,  1907,  by  the  Ministry  of  the  Interior,  are 
included.  These  now  govern  the  erection  of  Stamped 
Concrete  and  Reinforced  Concrete  Buildings  and  Street 
Bridges  in  Austria.  Prior  to  their  adoption,  the  Prussian 
Regulations  were  generally  used,  although  the  Building 
Department  of  the  Imperial  Royal  Railway  issued  in  1903, 
"Special  Rules  for  the  Calculation  and  Erection  of  Rein- 
forced Concrete  for  Open  Constructions  over  Standard 
Railway  Lines".  These  Special  Rules  were  applied  mainly 
in  the  construction  of  a  new  Alpine  Railway. 

For  Switzerland,  the  Comparison  includes  the  "Provisional 
Specifications  for  the  Designing,  Construction  and  Inspec- 
tion of  Reinforced  Concrete  Buildings"  drawn  up  by  the 
Swiss  Engineering  and  Architectural  Society  in  August, 
1903.  This  specification  is  still  in  force  (May,  1909),  al- 
though it  will  be  superseded  by  those  to  be  recommended 
later  in  1909,  by  a  Commission  on  Reinforced  Concrete 
appointed  by  the  State. 

The  International  Commission  on  Reinforced  Concrete,  as 
4 


REINFORCED  CONCRETE  IN  EUROPE 


elsewhere  referred  to,  will  make  an  official  report,  through 
Prof.  F.  Schule  at  the  fifth  Congress  of  the  International 
Association  for  Testing  Materials  to  be  held  in  Copenhag- 
en, Denmark,  in  September,  1909. 

Headings. 

The  requirements  of  the  above  seven  Specifications  are 
compared  under  the  following  headings: 

1.  Erection. 

2.  Precautions  against  Fire. 

3.  Water  Proofing. 

4.  Surface  Finish. 

5.  False  Work. 

6.  Striking  Centers. 

7.  Testing. 

8.  Loads. 

9.  Bending  Moments. 

10.  Allowable  Working  Stresses. 

11.  Rules  for  Calculation. 

12.  General  Regulations. 

Summary  of  Requirements. 

ERECTION. 

Quotations  from  the  seven  foreign  Specifications  show  that 
the  importance  of  keeping  the  reinforcing  Metal  in  position, 
and  the  constant  intelligent  supervision  of  every  detail 
during  the  placing  of  the  Concrete,  including  the  extra 
precautions  to  be  taken  in  cold  weather,  are  fully  recog- 
nized. 

PRECAUTIONS  AGAINST  FIRE. 

Under  "Resistance  to  Fire/'  a  reference  will  be  found  on 
page  7  to  tests  of  the  German  Government,  and  the  work 
accomplished  by  the  British  Fire  Prevention  Committee, 
with  a  list  of  their  publications,  will  be  found  on  page 
200  of  Appendix  III. 

The  Resolutions  of  the  International  Fire  Service  Congress 
of  1906  are  quoted  in  Appendix  III,  Page  189;  the  Rules 
of  the  Fire  Offices  Committee  of  London,  on  Page  202, 
and  the  Recommendations  of  the  "Joint  Committee  on 


REINFORCED    CONCRETE.     FOREIGN    SPECIFICATIONS,    ETC.  89 


Reinforced  Concrete"  as  to  Fire-Resistance,  on  Page  9. 

The  Continental  Specifications  contain  no  special  reference 
to  precautions  against  fire,  but  quotations  from  three 
British  Specifications  referring  to  this  subject,  are  given. 

A  review  of  the  above  references  together  with  the  accom- 
panying quotations,  shows  that  Reinforced  Concrete  is 
recognized  Abroad  ac  the  best  known  resistance  to  fire,  if 
the  metal  is  properly  protected  and  if  the  Concrete  is 
made  up  of  proper  ingredients. 

In  this  connection,  the  definition  of  the  terms  "Fire-Proof" 
and  "Fire-Resisting,"  adopted  by  the  International  Fire 
Prevention  Congress  of  1903,  and  given  on  Page  7, 
should  be  consulted. 

3.  WATER  PROOFING. 

The  four  Continental  Specifications  reviewed,  do  not  refer 
to  the  water-proofing  of  Reinforced  Concrete,  but  foreign 
opinion  and  practice  are  concisely  outlined  in  the  quotation 
given  from  Marsh  and  Dunn's  Manual  of  1908. 

Foreign  practice  in  the  water-proofing  of  Concrete  is  dis- 
cussed by  W.  Lawrence  Gadd  in  "Concrete  and  Construe- 
tural  Engineering,"  London,  Vol.  Ill,  pp.  154-157,  May, 
1908,  under  the  following  subdivisions : 

"1.  By  painting  the  surface  of  the  concrete,  or  cement,  with 
bituminous  compounds,  such  as  asphalt  or  other  water  repellant,  the 
object  being  to  prevent  water  from  coming  in  actual  contact  at  all 
with  the  work. 

2.  The  application  of  washes  to  the  surface  of  the  hardened 
concrete,  the  one  wash  to  react  with  the  other,  with  the  object  of 
filling  the  surface  pores  with  a  precipitated  insoluble  compound. 

3.  The  addition  of  small  quantities  of  insoluble  substances  to 
the  cement  or  concrete  itself,  in  order  to  fill  the  pores  of  the  entire 
mass,  or  of  the  surface  coat  or  rendering,  with  finely  divided 
insoluble  matter." 

4.  SURFACE  FINISH. 

Naturally,  the  four  Official  Continental  Specifications  re- 
viewed, do  not  treat  of  this  detail  of  Reinforced  Concrete 
Construction. 

It  is  common  practice  on  the  Continent  to  finish  off  the 


REINFORCED  CONCRETE  IN  EUROPE 

exposed  surfaces  of  Concrete  by  promptly  applying  to  the 
rough  surfaces,  a  more  or  less  thin  Mortar,  depending  upon 
the  character  of  the  finish  desired. 

Many  other  more  elaborate  methods  of  finishing  are  in 
successful  use  Abroad,  but  a  discussion  of  them  is  outside 
the  limits  of  this  Report. 

The  well-known  dilapidated  appearance  of  the  Concrete  and 
Stone  Dwellings,  coated  with  pink  colored  plaster,  and 
noticeable  in  every  Village  throughout  France  and  Ger- 
many, has  tended  to  emphasize  the  importance  of  care  in 
the  method  of  finishing  important  permanent  Reinforced 
Concrete  Structures. 

The  quotation  under  the  above  Heading  is  confined  to  the 
Coloring  of  Concrete  Facing. 

FALSE  WORK. 

Foreign  practice,  as  indicated  by  the  quotations  given,  fully 
recognizes  the  necessity  of  substantial  and  unyielding 
Forms,  and  suggests  that  they  be  so  designed,  if  possible 
that  they  may  be  re-used  wholly  or  in  part.  The  necessity 
is  also  recognized  of  maintaining  inspection  of  the  false- 
work during  construction,  of  retaining  it  in  place  until 
some  competent  and  responsible  inspector  authorizes  its 
removal,  and  in  exercising  care  in  its  removal  so  thac  the 
remaining  supports  are  not  disturbed. 

STRIKING  CENTERS. 

On  Page  19,  in  discussing  the  causes  of  the  accidents  and 
failures  in  Reinforced  Concrete  Construction,  reference  is 
made  to  the  premature  striking  of  the  centers  and  false- 
work, that  is  before  the  Concrete  had  properly  set.  In 
foreign  practice,  as  is  shown  by  the  quotations  from  each 
of  the  seven  Specifications  on  Reinforced  Concrete,  the 
necessity  of  intelligent  judgment  in  this  important  matter 
is  fully  recognized. 
-TESTING. 

The  quotations  from  each  of  the  seven  foreign  Specifications, 
under  this  heading,  include  provisions  for  the  testing  of 
the  Concrete  used  and  the  test-loading  of  the  finished 


REINFORCED   CONCRETE.     FOREIGN    SPECIFICATIONS,    ETC.  91 


structure  after  the  Concrete  has  thoroughly  hardened  and 
set. 

Current  foreign  practice  is  to  allow  two  and  one-half  to 
three  months  to  elapse  before  applying  the  test-load  which 
naturally  should  not  exceed  the  maximum  calculated  load. 

8.  LOADS. 

From  six  of  the  seven  Specifications  reviewed,  a  reference 
to  the  loads  or  forces  to  be  resisted  by  the  structure  is  quot- 
ed. 

The  dead  load  includes  the  weight  of  the  structure  itself 
with  any  external  permanent  loads  due  to  the  coverings, 
etc.  To  the  live  load,  or  superimposed  load,  which  is 
variable,  an  addition  must  be  made  in  calculating  the  total 
load,  in  order*  to  allow  for  the  effects  of  shock  and  vibra- 
tion. 

9.  BENDING  MOMENTS. 

Six  of  the  seven  Specifications  reviewed,  contain  provisions 
under  this  Heading,  which  are  quoted  in  full. 

10.  ALLOWABLE  WORKING  STRESSES. 

Quotations  under  this  Heading,  are  given,  from  all  seven  of 
the  foreign  Specifications  reviewed. 

11.  RULES  FOR  CALCULATION. 

Under  this  Heading  condensed  references  are  given  to  the 
Rules  and  Formulae  governing  the  design,  in  each  Country, 
of  Reinforced  Concrete  Construction. 

12.  GENERAL  REGULATIONS. 

From  five  of  the  seven  foreign  Specifications  for  Reinforced 
Concrete,  a  few  general  regulations  are  quoted. 

1.  Erection. 

BRITISH  REINFORCED  CONCRETE  COMMITTEE,  MAY,  1907. 

"Reinforcements  to  be  placed  and  kept  in  proper  position.  Apart 
from  fire-resisting  the  bars  to  be  not  nearer  than  1  inch  from 
surface  of  beams,  and  %  inch  from  surface  of  floor  slabs  or  other 
thin  structures. 

Metal  to  be  properly  coated  with  cement. 

Layers  of  Concrete  beiore  ramming  not  to  exceed  3  inches. 

Recently  laid  concrete  should  be  wetted  before  adding  fresh  layer. 


92 


REINFORCED  CONCRETE  IN  EUROPE 


Hardened  surfaces  to  be  hacked  up,  swept  clean  and  covered  with 
cement  grout  before  adding  new  concrete. 

No  concreting  to  be  carried  on  when  temperature  is  below  34  °  F. 

All  shaking  or  jarring  to  be  avoided. 

Fresh  work  to  be  protected  from  frost  and  sun  rays." 

D.  G.  SOMERVILLE  &  CO.,  1007. 

"Concrete  to  be  placed  in  layers  not  exceeding  6  inches  thick, 
and  whenever  possible,  each  section  is  to  be  finished  completely 
al  end  of  each  day's  work.  Where  new  work  is  started  the 
exposed  section  of  old  concrete,  or  concrete  finished  on  previous  day, 
must  be  cleaned  and  covered  with  a  thin  grout  of  neat  cement." 

MARSH  &  DUNN'S  BOOK  ON  REINFORCED  CONCRETE,  1906. 

"The  falsework  requires  special  care  and  forethought,  so  that 
it  may  be  as  economical  as  possible,  since  it  forms  a  large  item  in 
the  total  cost  of  a  reinforced  concrete  structure.  The  concrete  must 
be  thoroughly  well  rammed,  especially  around  the  reinforcement,  as 
it  is  very  essential  that  there  shall  be  no  pores,  and  that  the  con- 
crete shall  be  thoroughly  homogeneous. 

Great  care  is  necessary  in  placing  and  keeping  of  the  reinforce- 
ment in  position,  as  the  strength  of  the  structure  mainly  depends  on 
the  skeleton  being  in  its  calculated  position.  Welding  should  be 
avoided  if  possible,  and  any  bending  must  be  done  with  great  care, 
so  that  no  appreciable  strength  is  lost  thereby. 

Sufficient  thickness  of  concrete  should  be  allowed  on  all  sides 
O'f  any  reinforcement,  except  where  any  parts  are  tied  or  otherwise 
connected.  This  thickness  should  never  be  less  than  the  diameter 
or  width  of  the  bar. 

Both  foremen  and  laborers  must  be  carefully  selected,  and  the 
foreman  especially  trained  to  apply  the  care  and  thought  required, 
in  order  that  he  may  see  that  the  structure  is  exactly  as  designed, 
and  that  all  fixtures,  etc.,  are  properly  moulded  in  the  places  assigned 
to  them.  A  careless  laborer  should  be  dismissed  at  once,  as  there 
must  be  no  risk  of  bad  workmanship." 

FRENCH  GOVERNMENT  RULES,  OCT.  20,  1906. 

''Fixing  in  position  of  reinforcement  to  be  of  sufficient  rigidity 
to  resist  shocks  and  loads  during  construction. 

Concrete,  except  when  poured  into  moulds,  to  be  rammed  in 
layers  suitable  to  size  of  aggregate  and  spacing  of  reinforcements, 
but  never  greater  than  2  inches  after  ramming  except  when  stones 
are  used  as  aggregate. 

Reinforcements  to  be  so  spaced  from  each  other  and  sides  of 
moulds  that  ramming  may  be  perfect  and  the  concrete  be  forced  into 
contact  with  them. 

Thickness  of  concrete  outside  reinforcements  never  to  be  less 
than  0.6  to  0.8  inches. 


REINFORCED    CONCRETE.     FOREIGN    SPECIFICATIONS,    ETC.  93 


Stopping  of  concreting  to  be  avoided  as  much  as  possible.  When 
it  is  necessary,  hardened  concrete  is  to  be  cleaned,  roughened,  and 
watered  before  fresh  concrete  is  added. 

Concrete  to  be  kept  moist  for  15  days  after  moulding. 

Work  to.  be  stopped  in  frosty  weather  unless  efficaciously  protected. 

If  any  part  of  work  is  injured  by  a  frost  it  must  be  cut  out." 

PRUSSIAN  GOVERNMENT  REGULATIONS,  MAY  24,  1907. 

"The  concrete  to  be  mixed  exactly  in  the  specified  proportions. 
When  measuring  vessels  are  used,  they  are  always  to  be  filled  in 
exactly  the  same  way. 

The  concrete  to  be  used  immediately  after  mixing  and  before 
setting  has  begun.  It  is  not  to  remain  unused  longer  than  one  hour 
in  warm  and  dry  weather,  or  more  than  two  hours  in  cold  and  wet 
weather.  To  be  protected  before  use  from  sun,  wind  or  heavy 
rain,  and  to  be  turned  over  just  before  use. 

The  ramming  must  be  continued  without  a  break. 

The  concrete  to  be  put  in  place  in  layers  not  more  than  15  cm. 
(6  inches)  thick,  and  rammed  to  an  extent  proportioned  to  the 
wetness  of  the  mass. 

For  ramming,  properly  shaped  stamps  of  appropriate  weight  must 
be  used.  Reinforcing  rods  to  be  thoroughly  cleaned  from  dirt, 
grease  and  loose  rust.  Care  to  be  taken  that  all  reinforcing  rods 
are  properly  spaced  and  tightly  packed  in  concrete.  When  the 
reinforcement  is  arranged  in  several  layers,  each  layer  to  be  packed 
separately  in  concrete. 

A  thickness  of  at  least  2  cm.  (0.8  inches)  of  concrete  to  be  left 
beneath  all  reinforcing  rods  in  beams,  and  at  least  1  cm.  (0.4  inches) 
in  floors. 

Further  layers  of  concrete  should  as  far  as  possible  be  put  in 
place  while  the  earlier  layers  are  still  fresh;  in  all  cases  the  surface 
of  the  earlier  layer  must  be  roughened. 

Hardened  surfaces  to  be  roughened,  swept,  wetted,  and  covered 
with  a  thin  cement  grout  immediately  before  adding  a  fresh  layer. 

In  the  construction  of  columns,  the  concrete  must  be  introduced 
from  one  side,  remaining  open  for  inspection  as  long  as  possible. 

In  the  construction  of  walls  and  columns,  the  upper  story  not  to 
be  commenced  until  the  lower  has  hardened  sufficiently.  Three  days' 
notice  to  be  given  to  the  authority  before  commencing  the  upper 
story. 

During  frost,  only  such  work  to  be  done  as  can  be  protected  from 
the  effects  of  frost  by  suitable  precautions. 

After  prolonged  frosts,  work  not  to.  be  recommenced  without 
official  permission.  Frozen  materials  must  not  be  used.  Until  suf- 
ficiently hardened,  concrete  to  be  protected  from  frost,  premature 
drying,  shaking  and  overloading. 


94 


REINFORCED  CONCRETE  IN  EUROPE 


Time  book  to  be  kept.  Days  of  frost  to  be  entered  with  record 
of  temperature/' 

AUSTRIAN  GOVERNMENT  REGULATIONS,  NOV.  15,  1907. 

"Minimum  distance  of  reinforcements  for  side  of  moulds  to  be 
0.4  inch. 

Only  skilled  workmen  and  experienced  formen  to  be  employed. 
Concrete  of  consistency  of  moist  earth  in  layers  not  greater  than 
6  inches. 

Wet  concrete  in  layers  not  exceeding  8  inches.  Concrete  not 
dropped  from  greater  height  than  6  feet. 

Reinforcements  to  be  carefully  placed  and  fixed,  and  well  covered 
by  the  mortar  of  the  concrete. 

Interruption  of  concreting  only  where  concrete  is  not  exerting 
full  allowable  resistance. 

Hardened  concrete  to  be  roughened,  cleaned  and  wetted  with  I  to 
1  neat  cement  grout  before  more  is  added. 

Concrete  not  to  be  laid  in  frosty  weather  unless  precautions  are 
taken. 

Concrete  to  be  kept  wet  until  sufficiently  hardened. 
Use  of  members  moulded  in  advance  not  allowed  without  special 
permission. 

Provision  for  protection  against  penetration  of  water." 
SWISS  ENGINEERING  &  ARCHITECTURAL  SOCIETY.  PROVISIONAL 
SPECIFICATION  OF  AUG.,  1903. 

"Reinforcements  to  be  placed  in  exact  position  shown  on  the 
drawings  and  their  sizes  must  be  carefully  checked. 

If  metal  is  rusty  it  must  be  cleaned  before  putting  in  place. 

Work  of  erection  only  to  be  entrusted  to  those  thoroughly 
conversant  with  this  method  of  construction. 

Only  trustworthy  foremen  having  experience  in  this  class  of 
work  to  be  employed." 

2.    Precautions  Against  Fire. 

BRITISH  REINFORCED  CONCRETE  COMMITTEE,  MAY,  1907. 

"No  limestone  to  be  used. 

Best  materials  for  fire-resistance : 

1.  Coke  breeze,  cinders  or  slag. 

2.  Broken  Bricks. 

3.  Gravel  or  stone. 

Rigidly  attached  web  members,  loose  stirrups,  bent-up  rods  or 
similar  means  of  connecting  the  metal  in  the  lower  or  tension  sides 
of  beams  or  Floor  Slabs  with  the  upper  or  compression  sides,  are 
very  desirable. 

Metal  to  be  covered  b}-  concrete  1  inch  thick  for  floor  slabs,  V/2 
to  2  inches  thick  for  other  parts — all  angles  to  be  splayed  or  rounded. 


REINFORCED  CONCRETE.     FOREIGN  SPECIFICATIONS,  ETC.  95 


For  highest  Fire-Resistance  the  Concrete  should  be  covered  with 
special  fire-resisting  materials." 
D.  G.  SOMERVILLE  &  CO.,  1907. 

"All  reinforcing  Steel  must  be  protected  by  at  least  inch  of 
concrete,  and  must  not  be  painted/' 

MARSH  &  DUNN'S  MANUAL,  FEB.,  1908. 

"The  following  is  a  suggested  standard  for  a  Floor  which  is 
fire-resisting  in  the  highest  degree  likely  to  be  required  in  buildings. 

(a)  It  should  be  capable  of  withstanding  the  effects  of  a 
continuous  fire  at  a  temperature  of  1,700°  to  2,000°  F.,  for  three 
or  four  hours  without  more  than  surface  damage. 

(b)  It  should  prevent  the  passage  of  flames  through  it  under 
these  conditions  and  during  that  time. 

(c)  It  should  not  suffer  more  than  surface  damage  by  such  fire, 
followed  by  the  application  of  a  powerful  stream  of  water  from  a 
fire  hose  while  the  material  is  still  hot. 

(d)  It  should  sustain  its  proper  load  without  excessive  deflec- 
tion during  and  after  the  fire. 

In  general,  reinforced  concrete  construction  depends  for  its  fire- 
resistance  not  on  the  style  of  reinforcement,  but  chiefly  on  the 
nature  of  the  concrete  and  its  ability  to  withstand  cracking  or 
disintegration  and  to  its  heat  insulating  value  as  a  steel  protection.,, 

3.  Waterproofing. 

MARSH  &  DUNN'S  MANUAL,  FEB.,  1908. 

"The  proper  and  efficient  waterproofing  o>f  Concrete  structures 
is  a  matter  which  requires  very  special  consideration. 

Walls  not  exposed  to  a  great  range  of  temperature  or  variation 
in  humidity  should  not  crack,  especially  if  reinforced.  Soap  and 
alum  solutions  will  probably  be  quite  efficient  in  such  cases,  and 
some  slaked  lime  mixed  with  the  concrete  may  be  sufficient  to  pro- 
duce watertightness ;  even  untreated  concrete  if  sufficiently  dense 
may  prove  impervious. 

Ordinary  asphalt  tar,  or  other  mastics  frequently  employed,  may 
become  hard  and  brittle,  and  eventually  crack  and  allow  the  moisture 
to  penetrate. 

Burlap  is  frequently  used  with  asphalt  and  tar  to  give  them 
elasticity,  and  although  such  waterproofing  layers  are  frequently 
effective,  particularly  to  resist  small  heads,  the  burlap  is  not 
waterproof  of  itself,  and  if  the  asphalt  or  tar  becomes  cracked 
its  employment  offers  no  additional  protection. 

Ordinary  asphalt  and  tar  are  liable  to  be  attacked  by  the  alkalis 
in  the  cement  and  the  salts  always  found  in  the  earth. 

Washes,  paints  and  coatings  will  resist  the  penetration  of  moisture 
temporarily,  but  if  cracks  occur  their  value  is  entirely  lost. 

A  very  good  method  of  waterproofing  is  the  "Hydrex,"  which 


96 


REINFORCED  CONCRETE  IN  EUROPE 


consists  in  inserting  in  the  substance  of  the  wall  or  floor,  layers 
of  strong,  flexible  felt,  so  coated  in  manufacture  that  all  the  pores 
are  closed,  the  layers  of  felt  being  cemented  together  with  an 
impervious,  elastic  compound,  generally  high  grade  waterproofing 
asphalt  specially  prepared. 

Four  or  five  layers  thus  cemented  together  are  usually  sufficient 
for  ordinary  cases,  although  from  6  to  10  layers  may  be  necessary 
for  reservoirs  and  similar  structures. 

The  waterproofing  layer  should  not  be  attached  to  the  concrete, 
but  should  be  perfectly  free  to  move  under  the  expansion  and 
contraction  of  the  structure.  It  should  be  placed  on  the  side 
against  which  the  water  pressure  will  act,  or  from  which  the 
moisture  may  gain  admission,  and  be  covered  with  a  protecting 
layer  of  concrete,  mortar  or  bricks. 

An  excellent  method  to  adopt  is  to  secure  one  layer  of  the  water- 
proofed felt  against  the  surface  to  be  protected,  then  place  the 
required  number  of  layers  of  felt  cemented  together  as  described 
above,  covering  these  with  another  layer  of  felt  which  is  secured 
to  the  outer  protecting  covering  of  concrete.  The  waterproof 
stratum  is  thus  left  entirely  free  and  is  well  protected." 

4.    Surface  Finish. 

MARSH  &  DUNN'S  MANUAL,  FEB.,  1908. 

"A  colored  facing  mixture  is  sometimes  applied  to  concrete,  in 
which  case  the  sand  for  the  colored  mortar  must  be  perfectly  dry 
and  the  cement,  sand  and  coloring  matter  should  be  mixed  dry 
before  the  water  is  added.  The  coloring  of  the  mixture  when 
freshly  made  must  be  deeper  than  that  actually  required  in  the 
finished  surface  as  the  colors  will  bleach  considerably  on  drying  out. 

Mr.  H.  G.  Richey  gives  the  following  proportions  for  the  coloring 
matter.  .  ; 


Color  of  Weight  to  be  used  with  one 
facing                   Coloring  matter  to  be  employed       barrel  or  376  lbs.  of  cement 

Black  Manganese  dioxide  45 

Brown  Best  roasted  iron  oxide  25 

Brown  Brown  Ochre  15  to  20 

Blue    •  Ultramarine  19 

Buff  Ochre*  51 

Green  Greenish-blue  ultramarine  23 

Grey  Germantown  lamp-black  (boneblack)  2 

Red  Raw  iron  oxide  22 

Bright  red  Pompeian  or  English  red  22 

Purple  Prince's  metallic  20 

Violet  Violet  iron  oxide  22 

Yellow  Ochre  22 

Common  lamp-black  or  Venetian  red  should  not  be  used  as  they 

are  liable  to  run  and  fade. 


This  will  considerably  reduce  the  strength. 


REINFORCED  CONCRETE.     FOREIGN  SPECIFICATIONS,  ETC.  97 


5.    False  Work. 

BRITISH  REINFORCED  CONCRETE  COMMITTEE,  MAY,  1907. 

"To  be  rigid  and  unyielding  during  laying  and  ramming  of 
concrete. 

To  be  easily  removed  without  jarring  concrete. 
Timber  to  be  covered  with  limewash." 

D.  G.  SOMERVILLE  &  CO.,  1907. 

"All  centering  to  be  carefully  erected  by  our  men,  and  to  be 
absolutely  rigid  and  true.  All  joints  must  be  close  so  as  not  to 
allow  leakage  of  grout." 

MARSH  &  DUNN'S  MANUAL,  FEB.,  1908. 

"All  timbering  used  for  temporary  purposes  in  connection  with 
reinforced  concrete  work  should  be  strongly  and  firmly  erected, 
and  all  faces  against  which  the  exposed  surfaces  of  the  concrete 
will  be  deposited  must  be  planed  smooth  and  free  from  knot  holes 
and  other  imperfections,  and  covered  with  a  suitable  material 
to  prevent  the  concrete  adhering  to  the  surface  of  the  timber.  If 
at  any  time  it  is  found  that  the  falsework  or  moulds  are  insufficiently 
rigid  or  in  any  way  defective,  the  contractor  should  strengthen  or 
improve  the  strutting,  shuttering,  moulds  or  non-adhesive  covering 
if  risk  of  injury  to  the  work  is  to  be  avoided.  For  moulds  and 
falsework  it  is  advisable  to  select  a  timber  which  is  not  too  dry,  as 
such  material  swells  in  an  irregular  manner,  but  under  no  circum- 
stances should  ?  green  timber  be  used. 

The  moulds  and  falsework  used  in  the  erection  o>f  concrete 
structures  should  be : 

1.  Rigid. 

2.  Simple  in  construction. 

3.  Easily  erected  and  removed. 

4.  So  constructed  that  the  surfaces  should  not  deform  the  con- 
crete by  reason  of  the  expansion  due  to  moisture. 

5.  So  designed,  if  possible,  that  they  may  be  re-used  either 
wholly  or  in  part  in  various  portions  of  the  work. 

6.  So  prepared  that  the  concrete  will  not  become  attached  to  the 
surfaces,  and  that  the  face  left  requires  no  patching  up. 

7.  Carefully  cleaned  before  the  concrete  is  deposited." 

FRENCH  GOVERNMENT  RULES,  OCT.  20,  1906. 

"To  be  of  sufficient  rigidity  to  withstand  without  noticeable  deflec- 
tion loads  and  shocks  occurring  during  construction  and  in  removal 
of  moulds,  etc." 

PRUSSIAN  GOVERNMENT  REGULATIONS,  MAY  24,  1907. 

"To  possess  sufficient  resistance  to  bending  and  shaking  during 
ramming,  and  to  be  arranged  so  as  to  be  removable  without  danger 
to  the  necessary  supports  remaining  in  place. 


98  REINFORCED  CONCRETE  IN  EUROPE 

At  least  three  days'  notice  of  the  completion  of  false-work 
and  commencement  of  concreting  in  any  story  to  be  given  to  the 
authority. 

All  shaking  to  be  avoided  during  removal." 
AUSTRIAN  GOVERNMENT  REGULATIONS,  NOV.  15,  1907. 

"To  be  rigid  and  unyielding  during  laying  and  ramming  concrete. 
To  be  removable  without  shock.  Proper  cambers  to  be  provided. 
No  appreciable  loading  until  forms  and  supports  are  removed." 

SWISS  ENGINEERING  &  ARCHITECTURAL  SOCIETY.  PROVISIONAL 
SPECIFICATION,  AUG.,  1903. 

"Care  to  be  given  to  design  and  erection,  so  that  it  is  capable  of 
allowing  ramming  of  concrete  in  thin  layer  without  injury." 

6.    Striking  Centers. 

BRITISH  REINFORCED  CONCRETE  COMMITTEE,  MAY,  1907. 

"Depend  on  dimensions  or  thickness  of  structure,  amount  of 
water  used  in  mixing,  slate  of  the  weather  during  deposition  and 
setting,  and  whether  or  not  it  is  to-  be  loaded  directly  after  removal 
of  centering. 

Casings  for  columns  and  sides  of  beams  and  bottoms  of  floor 
slabs  not  more  than  4  ft.  span  not  to  be  removed  under  8  days. 

Bottoms  of  beams  or  floor  slabs  of  greater  span  than  4  ft.  to  re- 
main up  at  least  14  days. 

For  large  span  arches  centering  not  to  be  removed  under  28  days. 

If  frost  occurs  during  setting  of  concrete,  period  to  be  extended 
by  time  of  duration  of  frost." 

D.  G.  SOMERVILLE  &  CO.,  1907. 

"Unless  otherwise  specified,  all  centering  for  columns  and  ceilings 
to  be  of  dressed  timber  with  close  joints,  the  concrete  being  left 
from  centering.  The  surface  of  floors  and  roofs,  unless  specified, 
being  left  from  spade  finish. 

Frost:  All  concrete  work  to  be  entirely  suspended  in  frosty 
weather,  and  all  new  work  to  be  covered  up  at  night  when  frost 
is  expected,  and  centering  must  be  left  in  position  at  least  14 
days  longer  than  usual,  and  is  on  no  account  to  be  removed  until 
frost  has  entirely  disappeared. 

Floor  centering  must  not  be  removed  under  10  days,  and  bottom 
of  beams  and  sides  of  columns  under  21  days." 

MARSH  &  DUNN'S  BOOK  ON  REINFORCED  CONCRETE,  1906. 

"A  large  percentage  of  the  accidents  which  have  occurred  in  this 
form  of  construction  have  been  due  to  the  premature  striking  of 
the  falsework." 

FRENCH  GOVERNMENT  RULES,  OCT.  20,  1906. 

"Moulds,  etc.,  to  be  removed  without  shocks  by  purely  static 


REINFORCED   CONCRETE.     FOREIGN    SPECIFICATIONS,    ETC.  99 


forces,  and  only  after  the  concrete  has  sufficient  resistance  to  sustain 
without  injury  the  stresses  to  which  it  will  be  subjected.,, 

PRUSSIAN  GOVERNMENT  REGULATIONS,  MAY  24,  1907. 

"The  time  between  moulding  and  removal  of  casings  and  false- 
work to  depend  'on  the  weather,  and  on  the  span  and  weight  of  the 
structural  members.  The  casings  for  columns,  centering  for  floors, 
and  side  casings  for  beams  may  be  removed  not  less  than  S  days, 
that  for  the  bottoms  of  beams  not  less  than  21  days,  after  moulding. 
Fo>r  large  spans  and  sections,  the  time  may  be  extended  in  certain 
cases  up  to  6  weeks. 

Special  care  to  be  taken  in  removal  if  concrete  is  finished  shortly 
before  commencement  of  a  frost. 

If  frost  occurs  during  the  setting  of  concrete,  the  above  periods, 
are  to  be  increased  by  the  time  of  duration  of  the  frost." 

AUSTRIAN  GOVERNMENT  REGULATIONS,  NOV.  15,  1907. 

"Supporting  parts  are  not  to  be  removed  until  concrete  has  suf- 
ficiently hardened  and  never  before  4  weeks  after  completion  of 
ramming,  but  sides  of  forms  are  to  be  removed  after  4  days. 

If  frost  occurs  during  setting  of  concrete,  period  to  be  extended! 
by  time  of  duration  of  frost.    Shocks  to  be  avoided." 

SWISS  ENGINEERING  &  ARCHITECTURAL  SOCIETY,  PROVISIONAL 
SPECIFICATION,  AUGUST,  1903. 

"Before  striking  it  must  be  ascertained  that  concrete  is  sufficiently 
set. 

Centering  for  slabs  or  beams  not  exceeding  10  ft.  span  not  to  be 
removed  in  less  than  10  days  after  moulding. 

For  beams  of  10  to  20  ft.  span,  and  for  columns,  falsework  to 
remain  for  20  days,  and  for  longer  spans,  30  days. 

In  buildings  with  several  floors,  the  removal  of  supports  to  begin 
on  the  top  floor  and  proceed  downwards. 

Before  striking,  report  to  be  made  stating  if  all  parts  cf  the 
work  have  been  properly  carried  out." 

7.  Testing. 

BRITISH  REINFORCED  CONCRETE  COMMITTEE,  MAY,  1907. 

"Test  pieces  of  concrete  in  forms  of  cubes  not  less  than  4  inches 
on  edge,  or  cylinders,  not  less  than  4  inches  diameter,  and  having 
length  not  less  than  diameter,  should  be  tested  before  designing 
important  work  and  during  erection. 

Average  of  not  less  than  4  cubes  or  cylinders  for  each  test.  Test 
to  be  made  28  days  after  moulding. 

1:2:4  concrete  to  have  strength  of  not  less  than  2,400  lbs. 
per  sq.  inch. 

Loading  tests  not  to*  be  made  till  2  months  after  completion. 
Test  load  not  to  exceed  V/2  times  superimposed  loading. 


IOO 


REINFORCED  CONCRETE  IN  EUROPE 


Consideration  to  be  given  to  adjoining  parts  of  structure  in  case 
of  partial-loading. 

No  test  load  to  be  applied  which  would  cause  metal  to  be  stressed 
more  than  2/3  of  its  elastic  limit." 

D.  G.  SOMERVILLE  &  CO.,  1907. 

"The  Architect  or  Engineer  in  charge  of  the  work  to  have  the 
right  to  test  any  unit  area  of  the  floor  one  month  after  centering 
has  been  removed." 

MARSH  &  DUNN'S  BOOK  ON  REINFORCED  CONCRETE,  1906. 

"Acceptance  test  should  never  be  so  severe  as  to  endanger  the 
structure  tested.  A  moderate  test  loading,  not  more  than  the  maxi- 
mum load  for  which  the  structure  has  been  designed  should  be  em- 
ployed and  the  deflection  carefully  taken. 

It  must  be  remembered  that  in  a  reinforced  concrete  structure, 
unlike  one  of  steel,  the  resistance  increases  with  the  age  up  to 
periods  of  3  years  or  more,  and  that  it  is  unfair  to  the  materials 
to  strain  them  severely  during  the  initial  stages  of  the  hardening  of 
the  concrete. 

No  test  loading  should  be  attempted  until  the  structure  has  been 
completed  for  three  months,  nor  should  the  full  loading  come  upon 
it  until  after  this  period. 

A  structure  properly  designed  and  erected  will,  after  three 
months,  bear  the  maximum  load  for  which  it  was  calculated  with 
very  small  deflection,  and  this  deflection  will  practically  disappear 
on  the  removal  of  the  load.  A  test  of  this  description  is  quite 
sufficiently  severe  for  acceptance  purposes,  especially  when  we  know 
that  the  resistance  must  increase  with  the  age  of  the  concrete." 

FRENCH  GOVERNMENT  RULES,  OCT.  20,  1906. 

"Conditions  oi  test  and  time  that  shall  elapse  before  structures 
are  brought  into  use  must  be  inserted  in  contract,  and  also  the 
maximum  deflections,  as  far  as  practicable. 

The  time  to  elapse  before  use  of  structures  must  be  90  days  for 
structures  of  primary  importance,  45  days  for  ordinary  constructions 
and  30  days  for  floors. 

Measurements  to  be  taken  during  tests  which  are  likely  to  be  of 
scientific  interest  to  engineers. 

Test  loads  on  floors  shall  be  the  dead  and  superimposed  loads  act- 
ing over  the  whole  area  of  the  floor,  or  at  least  upon  a  complete 
panel. 

The  loads  to  be  left  on  for  at  least  24  hours,  and  deflection  to 
cease  after  15  hours." 

PRUSSIAN  GOVERNMENT  REGULATIONS,  MAY  24,  1907. 

"Compression  cubes  to  be  provided,  30  cm.  (12  inches)  side,  to 
be  dated  and  sealed.     Tests  may  be  made  by  the  authority  in  any 


REINFORCED  CONCRETE.     FOREIGN  SPECIFICATIONS,  ETC.  IOl 


approved  manner.  Tests  may  be  made  on  the  works  by  means  of 
an  officially  controlled  press. 

Portions  of  building  in  positions  determined  by  building  authority 
are  to  be  exposed  if  desired,  so  that  the  mode  of  construction  can 
be  seen.  Special  tests  may  be  made  to  determine  hardness  and 
strength. 

Should  doubt  exist  as  tc  hardness  and  correct  mixing,  test  pieces 
may  be  cut  out  of  the  finished  building. 

If  loading  tests  are  considered  necessary,  they  are  to  be  carried 
out  under  the  instructions  of  the  building  authority.  Loading  tests 
are  not  to  be  made  in  less  than  45  days  after  setting,  and  are  to*  be 
strictly  limited  to  what  is  considered  necessary  by  the  authority. 

When  a  floor  is  tested,  the  load  added  is  not  to  exceed  one-half 
the  weight  of  the  floor  and  one-and-a-half  times  the  evenly  distrib- 
uted working  load.  When  the  working  load  is  more  than  100a 
kg.  per  sq.  m.  (205  lbs.  per  sq.  ft.),  this  may  be  diminished  down 
to  once  the  working  load. 

When  a  strip  in  a  floor  or  decking  is  to  be  tested,  the  load  is  to  be 
evenly  distributed  in  the  midst  of  the  floor,  over  a  strip  of  length 
equal  to  the  span  and  width  one-third  of  the  span,  "but  in  any  case 
not  less  than  1  m.  (39  inches).  In  this  case  the  test  load  must  not 
exceed  the  weight  of  the  strip  and  twice  the  working  load.  The 
weight  of  floors  is  to  be  reckoned  as  defined  below.  In  testing 
columns  or  piers,  unequal  loading  of  the  building,  and  loading  of 
the  foundations  beyond  the  permissible  limit,  are  to  be  avoided." 

AUSTRIAN  GOVERNMENT  REGULATIONS,  NOV.  15,  1907. 

"Breaking  tests  of  whole  or  part  to  be  made  on  request. 

No  test  before  expiration  of  6  weeks  after  completion  of  ramming. 

Loading  to  be  such  that  effect  is  same  as  dead  load  plus  iy2  speci- 
fied superimposed  load.    No  cracks  or  permanent  deformations. 

For  breaking  tests,  load  to  be  gradually  increased. 

Breaking  load  not  to  be  less  than  3^2  times  the  total  dead  and 
superimposed  load,  less  the  weight  of  the  member.', 

SWISS  ENGINEERING  &  ARCHITECTURAL  SOCIETY,  PROVISIONAL 
SPECIFICATION,  AUGUST,  1903. 

"Test  loads  to  be  at  least  50  per  cent,  greater  than  working  loads 
allowed  in  calculations. 

Test  loads  not  to  be  put  on  until  45  days  have  been  allowed  for 
setting. 

If  possible,  deflections  nt  different  stages  of  loading  to  be  noted." 
8.  Loads. 

BRITISH  REINFORCED  CONCRETE  COMMITTEE,  MAY,  1907. 

"Weight  of  concrete  to  be  taken  as  150  lbs.  per  cu.  ft. 
Weight  of  any  covering  to  floors  must  be  added  to  dead  load. 
Superimposed  load  should  be  multiplied  by  iT/2  for  public  halls,. 


102 


REINFORCED  CONCRETE  IN  EUROPE 


factories,  workshops,  etc.,  and  by  2  floors  carrying  machinery, 
roofs  of  vaults  under  passage  ways,  courtyards,  etc. 

In  the  case  o<f  columns  or  piers  in  buildings,  which  support  three 
or  more  floors,  the  load  at  different  levels  may  be  estimated  in  this 
way.  For  the  part  of  the  roof  or  top  floor  supported,  the  full  acci- 
dental load  assumed  for  the  floor  and  roof  is  to  be  taken.  For 
the  next  floor  below  the  top  floor  10  per  cent,  less  than  the  acci- 
dental load  assumed  for  that  floor.  For  the  next  floor,  20  per  cent, 
less,  and  so  on  to  the  floor  at  which  the  reduction  amounts  to  50  per 
cent,  of  the  assumed  load  on  the  floor.  For  all  lower  floors  the  acci- 
dental load  on  the  columns  may  be  taken  at  50  per  cent,  of  the  loads 
assumed  in  calculating  those  floors." 

D.  G.  SOMERVILLE  &  CO.,  1907. 

"The  floors  shall  be  of  sufficient  strength  to  carry  load  specified 
in  addition  to  their  own  weight. 

The  floors  to  take  twice  the  calculated  safe  live  load,  and  show 
a  deflection  of  not  more  than  1/360  of  the  span,  such  deflection  to 
disappear  after  the  removal  of  the  test  load." 

MARSH  &  DUNN'S  MANUAL,  FEB.,  1908. 

"When  designing  any  structure  the  total  load  will  consist  of  the 
weight  of  the  structure  itself  (the  weight  of  reinforced  concrete  may 
be  taken  as  150  lbs.  per  cu.  ft.)  with  any  external  permanent  loading 
due  to  the  coverings,  etc.,  and  the  imposed  loading. 

Where,  in  addition  to  the  imposed  load,  the  effects  of  shock  or 
vibration  must  be  provided  for,  it  is  usual  to  increase  the  actual  load 
by  a  coefficient  as  follows : — 

For  varying  loads  with  vibration  as  for  floors  of  assembly  rooms, 
factories,  workshops,  highway  or  foot  bridges  or  similar  cases,  1.50. 

For  considerable  vibration  such  as  is  produced  by  moving 
machinery  on  floors,  on  railway  bridges  or  for  heavy  rolling 
traffic  2.00" 

FRENCH  GOVERNMENT  RULES,  OCT.  20,  1906. 

"The  loads  on  roofs  to  be  in  accordance  with  Ministerial  regula- 
tions of  Feb.  17,  1903,  dealing  with  metallic  roofs  for  railways,  un- 
less exceptions  are  justifiable. 

Floors  and  other  parts  of  buildings,  retaining  walls,  walls  of  reser- 
voirs or  conduits  under  pressure  where  affecting  public  safety,  to 
be  designed  for  maximum  loads  they  may  have  to  carry." 

PRUSSIAN  GOVERNMENT  REGULATIONS,  MAY  24,  1907. 

"Weight  of  concrete  shall  be  taken  as  2,400  kg.  per  cu.  m.  (150  lbs. 
per  cu.  ft.)  unless  a  different  weight  is  definitely  determined. 

The  weight  of  any  covering  to  floor  must  be  added  to  dead  load. 

For  parts  of  structures  subjected  to  considerable  vibration  or  to 
greatly  varying  loads,  such  as  floors  of  public  and  dancing  halls, 


REINFORCED  CONCRETE.     FOREIGN  SPECIFICATIONS,  ETC.  IO3 


factories  or  workshops,  the  superimposed  load  to  be  multiplied 
by  iy2. 

For  parts  subjected  to  heavy  shocks,  such  as  roofs  of  vaults  under 
passages  or  courtyards,  the  superimposed  load  to*  be  multiplied  by  2." 

SWISS  ENGINEERING  &  ARCHITECTURAL  SOCIETY,  PROVISIONAL 
SPECIFICATION,  AUGUST,  1903. 

"Weight  of  any  covering,  etc.,  to  be  added  to  dead  load. 
In  determining  superimposed  load  allowance  to  be  made  for  any 
shock  or  vibration  it  may  produce/' 

9.    Bending  Moments. 

BRITISH  REINFORCED  CONCRETE  COMMITTEE,  MAY,  1907. 

"Spans.  These  may  be  taken  as  follows : —  For  beams  the  dis- 
tance from  center  to  center  of  bearings.  For  slabs  supported  at  the 
ends,  the  clear  span  plus  the  thickness  of  slab.  For  slabs  con- 
tinuous over  more  than  one  span  the  distance  from  center  to  center 
of  beams. 

Bending  Moments.  In  the  most  ordinary  case  of  a  uniformly 
distributed  load  of  -w-  lbs.  per  inch  run  of  span  the  bending  mo- 
ments will  be  as  follows  : — 

(a)  Beam  or  slab  simply  supported  at  the  ends.  Greatest  bending 
moment  at  center  of  span  of  -1-inches  is  equal  to  WI2/8  inch  lbs. 

(b)  Beam  continuous  over  several  spans,  or  encastre  or  fixed  in 
direction  at  each  end.  The  greatest  bending  moments  are  at  the  ends 
of  the  span,  and  the  beam  should  be  reinforced  at  its  upper  side 
near  the  ends.  If  continuity  can  be  perfectly  relied  on,  the  bending 
moment  at  the  center  of  the  span  is  WI2/24,  and  that  over  the  sup- 
ports -WI2/12.  If  the  continuity  is  in  any  way  imperfect,  the  bend- 
ing moment  at  the  center  will  in  general  be  greater,  and  that  at 
the  supports  less,  but  the  case  is  a  very  indefinite  one.  It  appears 
desirable  that  generally  in  building  construction  the  center  bending 
moment  should  not  be  taken  less  than  WI2/12.  The  bending  mo- 
ment at  the  ends  depends  greatly  on  the  fixedness  of  the  ends  in  level 
and  direction.  When  continuity  and  fixing  of  the  ends,  whether 
perfect  or  imperfect,  Is  allowed  for  in  determining  the  bending 
moment  near  the  middle  of  the  span,  the  beam  or  slab  must  be  de- 
signed and  reinforced  to  resist  the  corresponding  bending  mo- 
ments at  the  ends.  When  the  load  is  not  uniformly  distriVuted  the 
bending  moments  must  be  calculated  on  the  ordinary  statical  prin- 
ciples." 

MARSH  &  DUNN'S  MANUAL,  FEB.,  1908. 

"In  structures  of  reinforced  concrete  in  which  the  beams  or 
slabs  are  secured  at  their  supports,  the  ends  of  these  pieces  are 
very  seldom  absolutely  fixed,  and  consequently  the  bending  moments 
will  vary  with  the  nature  of  the  fixing.    The  variation  of  the  mo- 


104 


REINFORCED  CONCRETE  IN  EUROPE 


ments  from  those  of  a  freely  supported  beam  according  to  the* 
amount  of  fixing  must  of  necessity  be  left  to  the  judgment  of  the 
designer.  For  ordinary  cases  it  will  be  sufficient  if  the  bending 
moments  are  considered  as  the  mean  between  those  for  freely 
supported  and  absolutely  fixed  at  the  ends.  The  shearing  forces 
will  not  alter  with  the  amount  of  fixing.  Under  this  assumption 
the  bending  moments  and  shearing  forces  will  be  as  given  int 
Table  XVI. 

Table  XVI. 

For  a  uniformly  For  a  load  concentrated 

distributed  load  at  the  center 

At  the  centre   Mc  =  +  —  Mc  =  +  ^ 

12  16 

wl2  wl 
At  the  supports   Ma  =  —  Ma  =  ^ 

2vl  ZV 

At  the  supports   K  =  K  = 

For  other  loadings  on  pieces  with  partially  fixed  ends  the  max- 
imum bending  moment  on  the  span  may  be  found  as  for  a  freely 
supported  piece  multiplied  by  2/3  for  the  central  bending  moment,, 
and  1/3  for  the  bending  moment  over  the  supports.  It  must,  however,, 
be  borne  in  mind  that  these  values  are  only  approximations  and  that 
if  the  security  of  the  ends  is  considerable  the  bending  moments- 
over  the  supports  will  be  higher  than  the  values  given  above  while 
those  on  the  spans  will  be  less." 

FRENCH  GOVERNMENT  RULES,  OCT.  20,  1906. 

"For  freely  supported  or  continuous  beams  usual  values  may  be 
applied. 

For  partially  fixed  ends  the  bending  moment  at  center  of  span  for 

uniformly  distributed  load  to  be   . 

J  10 

If  L  and  B  are  the  spans  of  a  rectangular  slab  the  bending  moment 
as  for  a  beam  of  span  B  can  be  decreased  by  co-efficient  — gj-  > 

1  +  2T7 

or  span  L,  the  bending  moment  as  for  beam  of  span  L  with  the  co- 
efficient of  reduction  of   1 

PRUSSIAN  GOVERNMENT  REGULATIONS,  MAY  24,  1907. 

"Span  for  beams  to  be  free  opening  plus  one  support. 
Span  of  continuous  decking  to  be  distance  from  center  to  center 
of  supports. 

For  freely  supported  decking,  the  free  span  plus  the  thickness 
of  the  decking. 


REINFORCED  CONCRETE.     FOREIGN  SPECIFICATIONS,  ETC.  105 


Bending  moments  and  reactions  to  be  determined  by  formulae  for 
freely  supported  or  continuous  beams  according  to  mode  of  support 
and  distribution  of  load. 

For  continuous  decking,  the  bending  moment  at  center  of  span 
is  to  be  taken  as  four-fifths  of  that  which  would  exist  in  a  freely- 
supported  panel,  unless  the  moments  and  reactions  can  be  ascer- 
tained. 

The  above  rule  holds  good  for  beams,  excepting  that  no  end 
moment  is  to  be  taken  into  account  unless  special  arrangements  have 
been  made  to  fix  the  ends. 

Decking  and  beams  only  to  be  reckoned  as  continuous  if  resting 
on  solid  supports  in  one  plane,  or  on  reinforced  concrete  beams. 

Continuity  not  to  be  assumed  over  more  than  three  spans." 

AUSTRIAN  GOVERNMENT  REGULATIONS,  NOV.  15,  1907. 

"Spans  for  freely  supported  and  continuous  beams  to  be  from 
center  to  center  of  support. 

Beams  extending  over  several  supports  must  be  computed  as  for 
continuous  beams,  incidental  unfavorable  loading  being  taken  into 
account.  Continuity  not  to  be  assumed  as  extending  over  more 
than  three  spans. 

Elastic  deformation  in  supports  of  continuous  beams  to  be  taken 
into  account. 

In  beams  the  possibility  of  fixing  moments  at  the  supports  must 
be  provided  for  by  suitable  reinforcements. 

If  L  and  B  are  spans  of  rectangular  slab,  and  L  is  not  more 
than  one  and  a  half  B,  slab  being  reinforced  with  equal  area  of 
metal  both  ways  bending  moment  as  for  beam  of  span  B  can  be 

decreased  by  co-efficient    4  4 

-}-  X> 

SWISS  ENGINEERING  &  ARCHITECTURAL  SOCIETY,  PROVISIONAL 
SPECIFICATION,  AUGUST,  1903. 

"Most  unfavorable  disposition  of  loading  to  be  allowed  for. 

In  continuous  or  encastre  beams  the  bending  moments  at  center 
of  spans  not  to  be  less  than  2/3  the  moments  at  the  supports,  due 
to  the  loading  and  amount  of  fixing,  and  reinforcement  over 
supports  is  to  be  provided. 

If  amount  of  fixing  cannot  be  determined,  the  moment  at  center 
of  span  must  not  be  less  than  20  per  cent,  that  for  a  freely  sup- 
ported beam  and  that  at  supports  to  be  at  least  half  of  that  at 
center." 

10.    Allowable  Working  Stresses. 

BRITISH  REINFORCED  CONCRETE  COMMITTEE,  MAY,  1907. 

"The  British  Reinforced  Concrete  Committee  advise  that  the 
working  stresses  should  be  as  follows : 


io6 


REINFORCED  CONCRETE  IN  EUROPE 


If  the  concrete  is  of  such  a  quality  that  its  crushing  strength  is 
2,400  to  3,000  lbs.  per  sq.  inch  after  28  days,  and  the  steel  has  a 
tenacity  of  not  less  than  60,000  lbs.  per  sq.  inch,  the  following 
stresses  may  be  allowed — 

Iybs.  per  sq.  in. 

Concrete  in  compression  in  beams  subjected  to  bending  600 
Concrete  in  columns  under  simple  compression  500 
Concrete  in  shear  in  beams  60 
Adhesion  of  concrete  to  metal  100 
Steel  in  tension  i5>ooo  to  17,000 

When  the  proportions  of  the  concrete  differ  from  those  stated 
above,  the  stress  in  compression  allowed  in  beams  may  be  taken 
at  1/4,  and  that  in  columns  at  1/5  of  the  crushing  stress  of  cubes 
of  the  concrete  of  sufficient  size  at  28  days  after  gauging.  If 
stronger  steel  is  used  than  that  stated  above,  the  allowable 
tensile  stress  may  be  taken  at  1/2  the  stress  at  the  yield  point  of 
the  steel. 

The  British  Committee  made  no  suggestion  for  the  safe  stresses 
on  hooped  compression  members.  See  French  Government  Rules 
for  these." 

D.  G.  SOMERVILLE  &  CO.,  1907. 

"Safe  compressive  strength,  12,000  lbs.  per  sq.  inch. 
Safe  tensile  strength,  16,000  lbs.  per  sq.  inch. 
Ratio  of  modulus  of  concrete  to  steel  10 :  1." 

MARSH  &  DUNN'S  MANUAL,  FEB.,  1908. 

"Under  this  heading  they  quote  the  recommendations  of  the 
British  Reinforced  Concrete  Committee  and  the  French  Govern- 
ment Rules." 
FRENCH  GOVERNMENT  RULES,  OCT.  20,  1906. 

H  =  8  tOI5. 

Minimum  when  diameter  of  longitudinals  1/10  least  dimension 
of  member,  ties  or  transverse  reinforcements  spaced  apart  a  distance 
equal  to  least  dimension  of  member.  Maximum  when  diameters 
of  bars  equal  to  1/20  least  dimension  of  member  and  spacing  of 
ties,  etc.,  1/3  least  dimension  of  member. 

Resistance  of  concrete  in  tension  taken  into  account  for  calcula- 
tion of  deformations  but  not  resistance. 

Concrete  in  compression  not  to  exceed  28  per  cent,  crushing 
strength  of  8  inch  cubes  of  plain  concrete  90  days  old. 

When  hooped  or  when  transverse  or  oblique,  reinforcement  dis- 
posed to  prevent  swelling  of  concrete  above  resistance  may  be  in- 
creased in  proportion  to  volume  of  bars  and  their  suitability  of  ar- 
rangement, but  safe  resistance  to  be  never  greater  than  60  per  cent, 
crushing  strength. 


REINFORCED  CONCRETE.     FOREIGN  SPECIFICATIONS,  ETC.  IO7 


Concrete  in  shear  and  adhesion  of  concrete  to  steel  28  per  cent, 
of  crushing  strength  of  concrete. 

Steel  in  tension  and  compression  not  more  than  1/2  strength  at 
elastic  limit  reduced  to  40  per  cent,  for  members  such  as  slabs 
subjected  to  alternating  stresses. 

For  members  subjected  to  stresses,  varying  within  wide  limits 
safe  resistances  to  be  reduced,  but  not  more  than  25  per  cent." 
PRUSSIAN  GOVERNMENT  REGULATIONS,  MAY  24,  1907. 
"Es 

unless  definitely  determined  to  be  different. 

Resistance  of  concrete  in  tension  to  be  neglected,  except  that  in 
parts  exposed  to  weather,  moisture,  corrosive  gases  or  other 
injurious  influences,  it  must  be  shown  that  the  tensile  stresses  are 
insufficient  to  produce  cracks  in  the  concrete.  The  permissible  stress 
is  then  2/3  of  the  tensile  strength.  In  the  absence  of  tests  as  to 
tensile  strength  of  concrete  it  is  to  be  reckoned  as  not  more  than 
1/10  the  compressive  strength. 

Concrete  in  beams,  1/6  ultimate  compressive  resistance. 

Concrete  in  simple  compression,  1/10  ultimate  resistance. 

Concrete  in  shear,  64  lbs.  per  sq.  inch  or  1/5  ultimate. 

Adhesion  of  concrete  to  steel  same  as  in  shear. 

Steel  in  tension  or  compression  not  to  exceed  1,000  kg.  per  sq.  cm. 
(14,220  lbs.  per  sq.  inch). 

As  far  as  possible,  the  reinforcements  to  be  of  such  form  that 
displacement  relative  to  the  concrete  is  prevented." 
AUSTRIAN  GOVERNMENT  REGULATIONS,  NOV.  15,  1907. 

"Co-efficient  elasticity  of  concrete  in  compression  1,990,000  lbs.  per 
sq.  inch. 

Co-efficient  elasticity  of  steel  in  tension  or  compression  29,850,000 
lbs.  per  sq.  inch. 
Es 

Resistance  of  concrete  in  tension  neglected  in  calculating  strength. 

Concrete  working  stresses 

Weight  of  cement  in  lbs.  to  cubic 
yard  of  sand  and  stone  720         535  428 

Proportions  in  Volume  1*3       I  *  4       I  '  5 

Bending  or  eccentric  loading  I,bs.  per  square  inch 

Compression  570    512  454 

Tension  341    327  305 

Simple  Compression  398   355  312 

Shearing  64     64  50 

Adhesion  78     78  64 

Soft  Steel  Tension  13,500 
Medium  Steel  14,200 
Steel  Shear  8,530 


108  REINFORCED  CONCRETE  IN  EUROPE 

Stirrups  or  transverse  connections  must  be  provided  in  sufficient 
numbers. 

Ends  of  reinforcing  bars  must  be  so  shaped  to  ensure  security 
against  slipping  unless  the  surface  of  the  bar  is  so  formed  as  to 
resist  displacement  relative  to  the  concrete. 

If  any  other  proportions  used  for  concrete  safe  resistance  are 
to  be  calculated  by  rectilinear  interpolation  from  the  values  for  the 
weight  of  cement  per  cu.  yd.  of  sand  and  stone  as  given  above." 

SWISS  ENGINEERING  &  ARCHITECTURAL  SOCIETY,  PROVISIONAL 
SPECIFICATION,  AUGUST,  1903. 


Resistance  of  concrete  in  tension  neglected. 
Concrete  in  compression  498  lbs.  per  sq.  inch. 
Concrete  in  shear  56  lbs.  per  sq.  inch. 
Steel  in  tension  (in  beams)  14,223  lbs.  per  sq.  inch. 
Steel  in  tension  (in  slabs)  17,068  lbs.  per  sq.  inch. 
Steel  in  compression  9,956  lbs.  per  sq.  inch. 

11.    Rules  for  Calculation. 

BRITISH  REINFORCED  CONCRETE  COMMITTEE,  MAY,  1907. 

"The  deformation  in  a  piece  subjected  to  bending  directly  pro- 
portional to  the  distance  from  the  neutral  axis — i.  e.  straight  line 
stress — strain  relation. 

Width  of  slab  acting  with  T-beam  to  be  not  more  than  1/3  span 
or  3/4  distance  center  to  center  of  reinforced  ribs,  whichever  is 
least. 

Shearing  and  adhesion  stresses  should  be  calculated  and  special 
provision  made  to  resist  these  if  necessary. 

Calculations  given  for  eccentrically  loaded  columns  and  for  long 
columns  vertically  loaded  when  the  length  exceeds  18  times  least 
diameter. 

Calculations  for  long  columns  made  by  Gordon's  formula  with 
value  for  constant  of  32,000. 

In  T-beams,  when  neutral  axis  falls  below  bottom  of  slab  the 
resistance  of  the  concrete  in  the  rib  is  neglected. 

The  thickness  of  slab  for  T-beams  determined  by  stiffness 
required  for  floor  in  general,  is  from  1/12  to  1/18  of  the  span." 

MARSH  &  DUNN'S  MANUAL,  FEB.,  1908. 

"A  condensation  of  the  Rules  given  by  them  on  pages  101-217, 
and  covering  each  of  the  main  applications  o<f  reinforced  Concrete,, 
is  impossible/' 

FRENCH  GOVERNMENT  RULES,  OCT.  20,  1906. 

"Straight  line  stress-strain  relation. 

Width  of  slab  acting  with  T-beam  to  be  not  more  than  1/3  span 


REINFORCED  CONCRETE.     FOREIGN  SPECIFICATIONS,  ETC.  IO'y 


or  3/4  distance  center  to  center  of  reinforced  ribs,  whichever  is  leasi 
Shearing  and  adhesion  stresses  to  be  calculated  and  special  pro 

vision  made  to  resist  these  if  necessary. 
Columns  calculated  for  eccentric  loading. 
Calculations  given   for  hooped  columns. 

Calculations  for  flexure  to  be  made  for  columns  when  heigh* 
exceeds  20  times  least  diameter. 

Account  to  be  taken  of  temperature  and  shrinkage  stresses  as  weD 
as  loading  if  structure  cannot  expand  and  contract  freely." 

PRUSSIAN  GOVERNMENT  REGULATIONS,  MAY  24,  1907. 

"The  deformation  in  a  piece  subjected  to  bending  directly  pro 
portional  to  distance  from  neutral  axis. 

Width  of  slab  acting  with  T-beam  to  be  not  more  than  1/3  span. 

Shearing  and  adhesion  stresses  to  be  calculated  and  special  pro- 
vision made  to  resist  these  if  necessary. 

In  Columns,  the  possibility  of  eccentric  loading  is  to  be  taken  into 
account. 

Beams  and  floors  must  not  be  assumed  to  be  continuous  over 
more  than  three  spans.  When  the  working  load  is  more  than 
1,000  kg.  per  sq.  m.  (205  lbs.  per  sq.  ft.)  the  most  unfavorable 
distribution  of  load  is  to  be  taken  into  account. 

In  determining  position  of  reinforcement,  the  possibility  of 
negative  moments  is  in  all  cases  carefully  to  be  considered. 

Calculation  for  flexure  of  columns  to  be  made  whenever  height 
exceeds  18  times  least  diameter. 

Transverse  connections  in  columns  not  to  be  further  apart  than 
30  times  diameter  of  rods.  Euler's  formula  to  be  used  foi  cal- 
culating flexure,  a  factor  of  safety  of  5  being  allowed  for  the 
reinforcement. 

Slabs  supported  on  :iH  sides,  with  reinforcing  rods  crossing  one 
another  when  the  length  a  is  less  than  il/2  times  the  breadth  b, 
under  evenly  distributed  load,  to  be  calculated  according  to  the 

formula  M  —  . 

12 

The  thickness  of  slabs,  and  of  the  flat  portion  of  T  beams  in  no 
case  to  be  less  than  8  cm/' 

AUSTRIAN  GOVERNMENT  REGULATIONS,  NOV.  15,  1907. 

"In  pieces  subject  to  flexure  maximum  tensile  stress  in  concrete 
to  be  calculated  on  assumption  of  a  modulus  of  elasticitv  of  796,000 
lbs.  per  sq.  inch  for  concrete  in  tension. 

Shearing  and  adhesion  stresses  calculated,  and  special  provision 
made  to  resist  these  if  necessary.  If  deformed  bars  are  used 
adhesive  resistance  may  be  assumed  as  exceeding  values  given 
above  by  10  per  cent. 


no 


REINFORCED  CONCRETE  IN.  EUROPE 


Column  reinforcement  calculated  separately  for  flexure,  ties  not 
spaced  farther  apart  than  least  diameter  of  column. 

Sectional  area  of  metal  in  columns  not  less  than  0.8  per  cent,  of 
total  sectional  area  of  column.  If  sectional  area  of  metal  exceeds 
2  per  cent,  of  total  sectional  area  of  column,  the  excesses  beyond 
2  per  cent,  only  are  to  be  taken  into  account  to  the  extent  of  1/4  its 
value. 

Eccentric  loading  of  columns  to  be  taken  into  account. 

Calculations  for  flexure  made  for  columns  when  height  exceeds 
20  times  least  radius  of  gyration.  Free  length  being  that  between 
fixed  ends. 

Hooped  column  formulae." 

SWISS  ENGINEERING  &  ARCHITECTURAL  SOCIETY,  PROVISIONAL 
SPECIFICATION,  AUGUST,  1903. 

"Straight  line  stress-strain  relation. 

Shearing  stresses  to  be  calculated  and  if  exceeded  reinforcement 
to  be  introduced  by  bending  up  bars  or  otherwise  to  resist  it. 

For  columns  any  eccentric  loading  must  be  taken  into  considera- 
tion. 

The  reinforcement  is  to  be  calculated  to  resist  bending  as  if 
unsupported  by  concrete  by  Euler's  formula  with  factor  of  safety 
of  4,  half  distance  between  the  bindings  being  assumed  as  the 
unsupported  length." 

12.    General  Regulations. 

D.  G.  SOMERVILLE  &  CO.,  1907. 

"All  materials  and  labor  shall  be  of  the  best  quality  in  every 
respect.  Materials  being  submitted  to  the  Architect  for  his  ap- 
proval before  the  work  is  commenced. 

Dimensions  ot  girders,  columns,  slabs,  etc.,  shall  be  considered  a 
minimum,  and  where  we  are  responsible  for  the  design  all  work 
actually  connected  with  the  reinforced  concrete  construction  must 
be  carried  out  by  our  own  men,  under  our  direct  supervision,  and  no 
one  is  allowed  to  give  any  order  in  any  way,  altering  the  construc- 
tion or  method  of  construction  without  a  written  order  from  the 
Head  Office." 

MARSH  &  DUNN'S  MANUAL,  FEB.,  1908. 

"They  quote  the  Specification  of  the  Trussed  Concrete  Steel  Co. 
of  Detroit,  Mich." 

FRENCH  GOVERNMENT  RULES,  OCT.  20,  1906. 

"Quality  and  proportions  of  concrete  to  be  specified  in  the 
contract." 

PRUSSIAN  GOVERNMENT  REGULATIONS,  MAY  24,  1907. 

"Special  authorization  required  for  erection  of  any  building  or 
part  of  a  building  in  reinforced  concrete. 


REINFORCED  CONCRETE.     FOREIGN  SPECIFICATIONS,  ETC.  Ill 


Application  for  permission  must  be  accompanied  by  drawings, 
statical  calculations  and  descriptions. 

Description  must  state  origin  and  nature  of  materials  to  be  used 
in  concrete,  the  proportion  in  which  they  are  to  be  mixed,  the  pro- 
portion of  water  and  the  compressive  strength  to  be  attained  by 
30  cm(  (12  inches)  cubes  after  28  days.  If  required  by  the  author- 
ity, tests  of  compressive  strength  may  be  made  before  commencing 
work. 

Application  to  be  signed  by  the  building  owner,  the  designer, 
and  the  contractor  charged  with  the  erection.  Any  change  of  con- 
tractor to  be  at  once  notified." 

SWISS  ENGINEERING  &  ARCHITECTURAL  SOCIETY,  PROVISIONAL 
SPECIFICATION,  AUGUST,  1903. 

"Designs  prepared  so  that  drawings  and  calculations  show  clearly 
general  arrangements,  allowed  loads,  calculations  of  strength  and 
details  of  parts. 

It  is  permissible  to  depart  from  the  regulations  if  the  variations 
are  based  on  actual  trial  and  upon  the  opinions  of  competent 
persons.,, 


LISTS  AND  DESCRIPTION  OF  FOREIGN  GOVERNMENT  AND 
PRIVATE  TESTING  STATIONS,  CONGRESSES,  TECHNI- 
CAL INSTITUTIONS,  ASSOCIATIONS,  AND  COMMIT- 
TEES, WHO  HAVE  ENDORSED  REINFORCED 
CONCRETE  AS  A  MATERIAL  OF  CONSTRUC- 
TION OR  WHO  HAVE  ADOPTED  RESO- 
LUTIONS,   SPECIFICATIONS,  OR 
RULES  RELATING  THERETO. 

INTRODUCTION. 

Although  a  method  of  Reinforced  Concrete  Construction  was 
patented  in  England  as  early  as  1854,  and  although  a 
Reinforced  Concrete  Boat  was  exhibited  in  Paris  as  early 
as  1855,  and  several  Applications  suggested  by  Coignet  in 
1861,  and  this  form  of  construction  actually  applied  by 
Monier  in  1867,  it  lias  only  been  of  late  years  commercially 
adopted,  and  its  present  universal  recognition,  as  a  safe 
and  economic  form  of  construction  of  wide  applicability, 
may  be  said  to  be  the  development  of  the  past  five  years. 

Credit  for  the  present  popularity  Abroad  of  Reinforced  Con- 
crete Construction  is  due  to  the  concerted  efforts  of  the 
Cement  Makers  of  Germany,  France,  and  England,  re- 
sulting in  the  rapid  improvement  and  maintenance  of  the 
strength,  fineness,  and  quality  of  the  artificial  Portland 
Cement  now  delivered  to  meet  the  demands  of  those 
Engineers  who  have  been  foremost  in  extending  the  Ap- 
plications of  Reinforced  Concrete. 

Credit  is  also  due  to  the  active  propaganda,  of  the  past  few 
years,  maintained  by  the  owners  or  agents  of  new  forms 
of  Reinforced  Concrete  Construction. 

Its  present  universal  recognition,  as  a  safe  and  economic 
form  of  construction  of  wide  applicability,  has,  however, 
been  primarily  due  to  the  thorough  study  of  late  years  of 
the  theory  underlying  this  form  of  economic  construction, 
by  the  many  Official  and  Scientific  Institutions,  to  some 
extent  in  England,  but  to  a  greater  extent  on  the  Continent. 

As,  without  the  endorsement  of  these  important  Technical 


FOREIGN  TESTING  STATIONS,  INSTITUTIONS,  AND  COMMITTEES  113 


Institutions  of  each  Country,  the  other  efforts  to  extend 
its  applications  could  not  have  been  so  successful,  this 
Report,  written  to  reflect  foreign  opinion  in  practice, 
would  be  incomplete  without  including  a  List  of  the  Official 
and  Technical  Institutions  of  each  Country  who  have 
studied  and  endorsed  Reinforced  Concrete,  as  a  safe  and 
economic  Material  of  Construction,  or  who  have  adopted 
Resolutions,  Specifications,  or  Rules  relating  thereto. 
A  List  of  these  important  Bodies,  arranged  under  each 
Country,  immediately  follows,  and  a  description  r.f  the 
work  accomplished  by  each  Institution,  will  be  found  in 
Appendix  No.  3. 

International. 

1.  Congres  International  des  Methodes  D'Essai  des  Mater- 
iaux  de  Construction. 

2.  International  Association  for  Testing  Materials. 

3.  International  Commission  on  Cement. 

4.  International  Commission  on  Reinforced  Concrete. 

5.  International  Railway  Congress  of  1905. 

6t  International  Congresses  of  Architects  of  1906  and  1908. 
7.    International  Fire  Service  Congress  of  1906. 

England. 

1.  Joint  Committee  on  Reinforced  Concrete. 

2.  Special  Commission  on  Concrete  Aggregates. 

3.  The  Concrete  Institute. 

4.  Government  Department's  Official  Endorsement  of  Rein- 
forced Concrete. 

5.  The  British  Fire  Prevention  Committee's  Tests  on  Rein- 
forced Concrete  Construction. 

6.  Fire  Officers  Committee  of  London. 

7.  Local  Government  Boards ;  Rules  of. 

8.  Municipal  Building  Laws. 

9.  Engineering  Standards  Committee  on  Cement. 

10.  Engineering  Standards  Committee  on  Structural  Steel. 

11.  Commercial  Testing  Laboratories,  a  List  of  Six. 


ii4 


REINFORCED  CONCRETE  IN  EUROPE 


France. 

LIST  OF  COMMISSIONS. 

1.  Commission  Du  Ciment  Arme. 

2.  Commission  des  Methods  D'Essai  des  Materiaux  de  Con- 
struction 1895  and  1900. 

3.  Ministere  des  Travaux  Publics. 

LIST  OF  TESTING  LABORATORIES. 

1.  Laboratoire  de  L'Ecole  des  Ponts  et  Chaussees. 

2.  Laboratoire  du   Conservatoire   National  des   Arts  et 
Metiers. 

3.  Laboratoire  Municipale  D'Essais  des  Materiaux. 

4.  Laboratoire  des  Ponts  et  Chaussees. 

5.  Laboratoire  De  LeCampredon. 

Germany. 

SCIENTIFIC  AND  COMMERCIAL  ASSOCIATIONS  AND  GOVERNMENT 
COMMISSION. 

1.  Deutscher  Verein  fur  Ton-,  Zement-und  Kalkindustrie, 
E.  V. 

2.  Verein  deutscher  Portland  Zement  Fabrikanten  E.  V. 

3.  Deutscher  Beton  Verein  (e.  V.) 

4.  Verein  deutscher  Eisenhiittenleute. 

5.  Deutscher  Architekten  und  Ingenieur  Verein. 

6.  Verein  deutscher  Ingenieur. 

7.  Architekten  Verein,  Berlin. 

8.  Deutscher  Beton  Verein  in  Verbindung  mit  dem  deut- 
schen  Architekten  und  Ingenieur  Verein. 

9.  Verhand  der  Massivbau-  und  Deckenindustrie. 

10.    German  Commission  on  Reinforced  Concrete  appointed 
by  the  Prussian  Ministry  of  Public  Works. 

GOVERNMENT  TESTING  STATIONS. 

1.  Konigliches  Material-Prufungsamt  der  Koniglich  Tech- 
nischen  Hochschule. 

2.  Koniglich  Sacbsische  technische  Hochschule. 

3.  Koniglich  Technische  Hochschule. 

4.  Materialpriifungsanstalt  der  Koniglich  technischen  Hoch- 
schule. 


FOREIGN  TESTING  STATIONS,  INSTITUTIONS,  AND  COMMITTEES  115 

5.  Priifungsanstalt  fur  Baumaterialien  an  den  technischen 
Staatslehranstalten. 

6.  Grossherzogliche  chemisch-  technische  Priifungsanstalt 
Abteilung  fur  Baumaterialpriifung. 

7.  Priifungsanstalt  fiir  Baumaterialien  an  der  konigl. 
Baugewerkschule. 

8.  Herzogliche  Technische  Hochschule. 
COMMERCIAL  TESTING  STATIONS. 

1.  Chemisches  Laboratorium  fiir  "Tonindustrie  Verein" 
und  Laboratorium  des  Vereins  Deutscher  Fabriken 
Feuerfester  Produkte. 

2.  Laboratorium  fur  alle  chemischen  und  technischen  Un- 
tersuchungen  von  hydraulischen  Bindemitteln. 

3.  Chemisch-technische  Priifungsanstalt. 

4.  Chemisch-technische  Versuchsstation. 

5.  Laboratorium  des  Vereins  deutscher  Portland-Zement- 
fabrikanten. 

6.  Chemische-technisches  Laboratorium  fiir  hydraulische 
Bindemittel  nebst  Priifungsanstalt  fiir  Baumaterialien. 

7.  Chemisch-technische  Versuchsstation. 

Austria. 

1.  Mechanische  Versuchsanstalt  der  Kaiserlich  koniglichen 
technischen  Hochschule. 

2.  Oesterreicher  Ingenieur-  und  Architekten-Verein. 

3.  Allgemeiner  Ingenieur  Verein. 

4.  Priifungsanstalt  fiir  Baumaterialien  an  der  I  Stadtge- 
werbeschule  in  Wien  I. 

5.  Stadtische  Material  Priifungsstation. 

6.  Versuchsanstalt  fiir  Bau-  und  Maschinenmaterial  des  k. 
k.  Technischen  Gewerbe  -  Museums. 

7.  Oesterreichischer  Beton  Handels-Verein. 

Switzerland. 

1.  Schweizerischer  Ingenieur-  und  Architekten  Verein. 

2.  Eidgenossenschaftliche  Materialpriifungsanstalt  am 
Schweizerischen  Polytechnikum. 

3.  Anstalt  zur  Priifung  von  Baumaterialien  am  Schweizer- 
ischen Polytechnikum. 


REINFORCED  CONCRETE  IN  EUROPE 

Hungary. 

The  Hungarian  Society  of  Engineers  and  Architects. 
Italy. 

Association  italienne  pour  l'etude  des  materiaux  de  con- 
struction. 

Laboratorio  per  experienze  sui  materiali  da  costruzione. 
Spain. 

Laboratoire  d'etudes  et  d'essais  des  materiaux  de  con- 
struction. 

Holland. 

Proefstation  voor  Bouwmateriallen  en  Bureau  voor 
chemisch  Onderzoek  Koning  &  Bienfait. 

Denmark. 

Priifungsanstalt  f tir  Baumaterialien  der  konigl.  Tech- 
nischen  Hochschule. 
F.  L.  Smidth  &  Co.  techn.  Bureau. 


BIBLIOGRAPHY  ON  REINFORCED  CONCRETE,  CONCRETE 
AND  CEMENT,   INCLUDING  THE  BOOKS  AND  PER- 
IODICALS PUBLISHED  IN  EACH  COUNTRY. 


Books. 

In  proof  of  the  importance,  and  the  rapidly  increasing  inter- 
est which  is  being  taken  in  Reinforced  Concrete,  the  writer 
begs  to  refer  to  his  three  lists  of  Books,  (i)  English  and 
American,  (2)  French,  and  (3)  German,  Austrian  and 
Swiss,  forming  Appendix  No.  4  to  this  report.  No  such 
complete  list  has  ever  before  been  compiled,  and  much 
time  was  spent  in  obtaining  the  full  title,  date  and  price  of 
each  book,  as  far  as  it  was  possible  to  do  so.  The  fol- 
lowing summary  shows  that  no  less  than  214  books  deal- 
ing with  Reinforced  Concrete,  Concrete  and  Cement  have 
been  published  since  1905,  or  else  are  now  in  press. 

Total  No.  No.  of  books,  1905 
Books  printed  in  issued    to  date,  or  in  press 

England  and  United  States   126  88 

France   61  18 

Germany,  Austria,  Switzerland  . .        155  108 

Totals   342  214 

Periodicals. 

Thirty  (30)  periodicals  are  now  published  in  England, 
France,  Germany,  Austria-Hungary,  Switzerland,  Holland, 
Denmark,  Italy,  Spain  and  in  the  United  States  devoted 
entirely  or  prominently  to  the  interests  of  Reinforced 
Concrete,  Concrete  and  Cement. 

In  addition  there  are  eighty-one  (81)  periodical  publications 
which  frequently  publish  articles  on  these  subjects. 

Early  in  1908  a  "Concrete  Institute"  was  incorporated  in 
England  on  lines  similar  to  that  of  the  "Iron  and  Steel 
'  Institute." 

In  each  of  the  above  countries,  the  leading  Engineering 
and  Architectural  Journals  have  of  late  years  adopted  the 


n8 


REINFORCED  CONCRETE  IN  EUROPE 


policy  of  regularly  devoting  either  "Special  Issues,"  or 
"Supplements"  or  else  a  considerable  portion  of  their  read- 
ing columns,  to  the  subject  of  Reinforced  Concrete. 
The  following  is  a  summary  of  the  carefully  prepared  lists 
of  all  these  periodicals,  the  full  titles,  addresses  and  sub- 
scription prices  of  which  will  be  found  in  Appendix  No. 
4  to  this  Report. 

Demoted  entirely  or    Frequently  publish 
prominently  to  articles  on 

Country  in  which  v  v  * 

periodical  is  Reinforced  concrete, 

published  concrete  and  cement 


i 

0 

5 

4 

2 

*5 

Germany  and  Austria- 

IO 

33 

o 

1 

Holland   

O 

1 

o 

1 

Italy   

I 

2 

2 

0 

9 

24 

30 

81 

No  better  evidence  could  be  submitted  of  the  present  im- 
portance and  rapidly  increasing  popularity  of  Reinforced 
Concrete  Construction,  than  the  above  tables  showing 
the  number  of  recent  books,  and  the  increasing  mass  of 
periodical  literature,  now  devoted  to  this  subject. 


APPENDIX  NO.  1. 


ALPHABETICAL  LIST  OF  THE  144  FOREIGN  SYSTEMS  OF 
REINFORCED  CONCRETE  CONSTRUCTION,  WITH  THE 
ADDRESSES  OF  THE  INVENTOR  OR  OWNER  OF  EACH 
SYSTEM,  AND  A  CONCISE  DESCRIPTION  OF  ITS 
SPECIAL  FEATURES. 

ACKERMANN. 

Ackermann,  in  Dohren-Hannover  (Germany). 

The  Ackermann  floor  consists  of  concrete  bricks,  25x15 

x  10  c.  m.,  with  a  groove  on  the  under  side  in  which  fit 

hollow  steel  reinforcing  beams. 

ADAMANT. 

The  Adamant  Company,  Ltd.,  Birmingham. 
Partitions  with  a  reinforcement  of  round  bars  supported 
by  secondary  reinforcements  when  required. 

AEROLITH. 

Eugen  J.  Kis,  Budapest,  V.  Pozsonyi  et  9  (Hungary). 
AMBROSIUS. 

The  main  supports  consist  of  angles  of  unequal  legs,  the 
longer  leg  being  vertical  and  the  shorter  leg  horizontal, 
and  to  which  latter  a  metallic  network  is  fastened  which 
extends  the  whole  width  of  the  slab. 

AS  T-MOLLINS . 

Ed.  Ast  &  Co.,  Lichtensteinerstr.  41,  Vienna  (Austria). 

This  system  is  similar  to  Hennebique,  and  consists  in  using 
round  vertical  bars,  held  in  their  correct  position  by  flat  or 
sometimes  round  iron  stirrups.  It  is  applicable  to  all 
forms  of  reinforced  concrete  construction. 

BARON-LULING. 

Societa  Ing.  H.  Bollinger,  Milan  (Italy). 

BAYER. 

Hans  Bayer,  Breslau  (Germany). 
5 


120 


REINFORCED  CONCRETE  IN  EUROPE 


A  "system  of  ribbed  floors,  made  up  of  V-shaped  sections 
moulded  in  advance,  and  which  are  placed  in  a  row  and 
covered  with  a  layer  of  concrete.  The  reinforcement 
consists  of  round  bars  located  in  a  short  projection  from 
the  point  of  the  V. 

German  Patent  No.  184,914,  July  I,  1905. 

BECHER. 

M.  Czarnikow  &  Co.,  Berlin,  W.  (Germany). 

In  this  system,  applicable  to  columns,  the  reinforcement 
consists  of  four  or  more  round  rods  held  in  their  position 
by  plates  containing  holes.  The  columns  are  of  cheaper 
construction  than  iron  columns,  and  allow  the  adoption  of 
any  architectural  effect. 

BENY. 

The  Beny  floor  consists  of  concrete  bricks  with  a  groove  on 
the  under  side  and  in  which  the  steel  strips  fit. 

BIANCHI. 

Societa  Domenighetti  e  Bianchi,  Milan  (Italy). 
BONNA. 

Establishment  A.  Bonna,  78  rue  d'Anjou,  Paris. 

The  inventor  uses  special  steel  sections  like  a  Latin  Cross, 
also  double  cross  sections,  and  sometimes  ordinary  T's 
and  angles. 

All  the  reinforcements  of  the  various  elements  (primary 
and  secondary  beams,  columns  and  supports)  are  secured 
together.  The  columns  are  reinforced  by  profile  bars  tied 
together  by  horizontal  flats  secured  to  the  main  bars  by 
bolts  or  rivets.  The  reinforcements,  being  thus  all  tied 
together,  serve  to  support  the  falsework,  men  and  mate- 
rials during  construction.  The  floors  are  usually  rein- 
forced in  the  same  manner  as  the  beams,  with  cross- 
shaped  bars  at  the  top  and  bottom  secured  together  by 
verticals  or  flat  iron,  and  held  transversely  by  upright 
notched  flat  bars,  extending  across  the  whole  width  of  the 
slab.  For  pipes  and  reservoirs,  spiral  or  circular  hoop- 
ing is  used  against  which  are  placed  longitudinal  distribu- 
tion rods,  which  are  notched  out  to  receive  the  hoop  bars. 


APPENDIX  NO.  I 


121 


BORDENAVE. 

(No  one  has  continued  the  exploitation  of  this  system 
since  the  death  of  the  inventor  in  Jan.  1905). 

This  system  brought  out  in  1887,  is  applicable  to  pipes, 
sewers  and  reservoirs.  Special  small  I-sections  of  steel 
are  used  for  reinforcement,  together  with  round  rods  for 
secondary  reinforcements,  and  also  for  the  floors  and 
covers  to  reservoirs.  The  hooping  of  pipes  is  wound 
spirally,  the  distribution  bars  resting  against  the  spiral 
and  being  tied  to  them  with  wire  ties. 

BOUSSIRON  ET  GARRIC. 

S.  Boussiron,  16  rue  Milton,  Paris. 

This  system  is  applicable  to  floors,  beams,  columns  and 
reservoirs.  The  principal  reinforcement  is  round  bars, 
often  bent  up  at  the  ends,  the  arrangement  of  the  rods 
varying  with  each  application.  One  special  feature  is 
the  use  in  beams,  of  a  hoop-iron  V-shaped  stirrup;  with 
columns,  wire  loops  are  used. 

BRAMIGK. 

Bramigk  (Bauinspector)  in  Germany. 

This  hollow  floor  is  made  up  of  a  series  of  drain  pipes, 
betwreen  each  of  which  one  or  two  round  iron  reinforcing 
rods  are  placed  before  filling  in  the  intermediate  space 
with  cement  mortar. 

BRITISH. 

The  British  Reinforced  Concrete  Engineering  Co.,  Ltd , 
Royal  London  Buildings,  196  Deansgate,  Manchester. 

A  system  of  universal  application  using  plain  round  and 
square  bars  gripped  with  patented  paragon  stirrups  made 
of  rolled  bar. 

BRUCKNER. 

A.  Bruckner,  Aachen  (Germany). 

A  reinforcement  for  walls  consisting  of  two  triangular 
frames,  spaced  according  to  the  desired  thickness  of  the 
wall.  Rods  extend  from  one  frame  to  the  other  and  on 
these  rods  plates  are  hung. 

German  Patent  No.  168,528,  July  4,  1903. 


122  REINFORCED  CONCRETE  IN  EUROPE 

BRUNO. 

In  this  system  of  pressure  pipes,  the  reinforcement  is  made 
by  two  spirals  wound  in  opposite  directions,  and  by  which 
arrangement  a  network  is  formed  which  can  be  further 
strengthened  by  supporting  rings  if  desired. 

BULLA. 

Artur  Bulla,  Werneuchen  i/Mark  (Germany). 

A  system  of  reinforced  concrete  floors,  consisting  of 
previously  moulded  inverted  square  topped  U-shaped 
pieces  which  rest  between  ribs  laid  crosswise.  These  hol- 
low pieces  are  spaced  at  bottom  by  perforated  plates,  and 
on  which  latter  rest  the  reinforcing  rods ;  above  these  rods 
are  U-shaped  stirrups  to  care  for  shearing  stresses.  The 
whole  is  covered  with  concrete. 

German  Patent  No.  183,682,  Nov.  5,  1905. 

CHAIN  CONCRETE. 

The  Chain  Concrete  Syndicate,  1  Basinghall  Square,  Leeds. 
A  system  of  universal  application  using  round  longitudinal 
bars,  each  three  connected  by  McDonell's  patent  clips. 

CHASSIN. 

Chassin  et  fils,  151  rue  de  Bagnolet,  Paris. 

A  system,  chiefly  used  for  water  conduits  and  reservoirs, 
in  which  longitudinal  round  rods  are  supported  by  a 
strong  circular  frame  of  small  T-sections,  and  further  by 
U-shaped  rods. 

CHAUDY. 

Societe  des  Travaux  en  Ciment  de  la  Plaine,  15  rue  du 

Louvre,  St.  Denis  (France). 
F.  Chaudy,  6  rue  Gerando,  Paris. 

In  this  system  of  wide  application,  the  reinforcements  are 
always  symmetrical,  as  in  the  calculations  the  concrete  is 
neglected,  except  for  tying  the  members  together  and  re- 
sisting the  compressive  stresses  due  to  shearing.  Round 
rods,  but  sometimes  angle  iron  are  used ;  the  stirrups  are 
of  round  rods  and  always  bent  over  the  #top  rod,  or 
where  a  series  of  upper  and  lower  rods  are  used,  they  are 


APPENDIX  NO.  I 


123 


embraced  by  a  rectangular  hooping  of  flat  iron.  For 
floors  the  tooth  or  rack  system  of  arranging  the  round 
rods  is  employed. 

COIGNET. 

Edmund  Coignet  et  Cie,  20  rue  de  Londres,  Paris  IX. 

As  early  as  1861  Francois  Coignet  pointed  out  the  advan- 
tages resulting  from  a  combination  of  metal  and  concrete ; 
later  his  son  Edmund  Coignet  published  his  theory  as  to 
the  disposition  of  the  two  materials,  the  metal  to  resist 
the  tension,  and  the  concrete  the  compression.  His  sys- 
tem developed  with  N.  de  Tedesco  is  of  wide  application. 
He  always  uses  double  reinforcement  for  beams,  the 
upper  longitudinals  being  of  less  diameter  than  the  lower 
ones ;  the  two  are  connected  by  stirrups  of  round  iron,  the 
branches  being  frequently  twisted  together  over  the  tops 
of  the  upper  rods,  or  the  upper  and  lower  bars  are  con- 
nected by  a  light  zigzag  web  of  hoop  iron,  fastened  alter- 
nately to  the  upper  and  lower  bars,  thus  forming  a  light 
truss.  The  patented  arrangement  of  rods,  small  profiles 
and  flats,  and  the  methods  of  tying,  differ  for  reservoirs, 
pipes,  piles,  walls,  columns,  etc. 

CONSIDERE. 

Considere,  Pelnard  &  Losier,  103  &  128  Bd.  du  Montpar- 
nasse,  Paris. 

In  this  method  of  reinforcement  particularly  applicable  to 
columns  and  piles,  the  compressive  strength  is  augmented 
by  preventing  horizontal  distortions  by  means  of  hoops  or 
helicoidal  spirals  placed  at  or  near  the  face  of  the  column. 
Vertical  rods  are  used  in  connection  with  this  hooping  to 
care  for  flexual  stresses.  The  confined  concrete  carries 
all  the  direct  compression.  For  beams,  compression  rein- 
forcement, when  required,  is  provided  by  spiral  coils  of 
steel  rounds  located  near  the  top  surface. 

German  Patent,  149,944,  May  10,  1902. 

CORRADINI. 

A  reinforced  beam,  similar  to  the  Siegwart-beam,  but  hav- 
ing a  hexagonal  cross-section. 


124 


REINFORCED  CONCRETE  IN  EUROPE 


COTTANCIN. 

Agencie  General  de  la  Construction  P.  Cottancin,  125  rue 

de  Montreuil,  Paris. 
Manager:  M.  Lavesvre. 
M.  Cottancin,  47  Bd.  Diederot,  Paris. 

American  Cottancin  Construction  Co.,  332  E.  35th  Street, 
New  York. 

A.  Vye-Parmintor,  Archt.  (Agent  for  Great  Britain)  27 
Ave  des  Acacias,  Paris. 

In  this  system  patented  in  1889,  the  inventor  considers  that 
the  adherence  between  the  metal  and  concrete  is  an  entire- 
ly unreliable  quality,  which  should  be  totally  neglected. 
He  uses  a  woven  network  of  wire  or  round  rods,  acting 
in  tension,  with  meshes  varied  according  to  the  intensity 
of  the  stresses  and  with  stiffening  ribs  at  frequent  inter- 
vals. 

COULAROU. 

M.  Coularou,  6  rue  Beaurepaire,  Paris. 

In  this  method  of  beam  reinforcement,  the  lower  round  rods 
extend  throughout  the  whole  length,  while  those  along  the 
top  remain  parallel  to  the  upper  surface  till  approaching 
the  centre  of  the  span,  when  they  are  bent  down  at  an 
angle  of  45  degrees  and  are  hooked  round  the  lower 
reinforcing  rods;  the  stirrups  inclined  at  an  angle  of  45 
degrees  are  round  rods  hooked  over  both  the  upper  and 
lower  reinforcing  rods.  Other  arrangements  of  rods  are 
used  for  floors,  walls,  columns,  stairs,  and  roofs. 

CRACOANU. 

Hollow  concrete  floor  without  beams  and  consisting  of  sim- 
ple prismatic  hollow  forms  without  grooves,  and  with 
a  network  of  round  iron  embedded  in  the  upper  spaces  or 
seams  between  the  bricks. 

CRUCIFORM. 

The  Cruciform  Reinforced  Concrete  Co.,  12  Savage  Gar- 
dens, London,  E.  C. 
Telegraph  poles  and  piles  with  reinforcement  consisting  of 


APPENDIX  NO.  I 


125 


a  cruciform  construction  made  up  of  large  and  small 
angles,  either  rivetted  together  or  bound  with  wire. 

CUSTODIS. 

Actiengesellschaft  Alphons  Custodis,  Diisseldorf  (Germany). 
Round  bars  supported  by  secondary  reinforcements  when 
required. 

CZARNIKOW. 

A  system  of  floors  consisting  of  slabs  moulded  on  the  spot, 
and  reinforced  with  horizontal  flat  iron  strips,  bent  in 
snake-like  form. 

DAWNAY. 

Archibald   D.   Dawnay   &   Sons,   Ltd.,    Steelworks  Road, 

Battersea,  S.  W. 
A  system  of  floors,  one  type  using  small  steel  joists,  another 

square  steel  bars,  in  each  case  laid  between  the  larger 

main  joists. 

DEGON. 

This  system  is  based  on  the  belief  that  the  various  elements 
should  be  completely  tied  into  a  skeleton,  and  the 
stirrups  not  left  loose.  The  reinforcement  employed  in 
beams  is  therefore  double,  composed  of  two  or  more  sets 
of  round  rounds ;  the  bottom  and  heavy  rods  are  bent  up 
at  the  ends  so  that  those  at  the  top  may  be  hooked  around 
them.  The  vertical  reinforcements  are  round  rods  bent 
in  several  forms,  the  most  simple  being  a  rectangle  with 
a  wavy  bottom  member,  the  lower  reinforcements  resting 
in  the  depressions.  The  floors  are  reinforced  with  rods 
running  across  the  beams,  with  snake  like  transverse  rods. 
Wrapping  wires  also  pass  in  a  longitudinal  direction  along 
the  web  of  the  beam. 

DEMAY. 

Demay  Freres,  30  rue  Payen,  Reims  (France). 
66  Bd.  de  Strasbourg,  Paris. 

This  system  is  peculiar  in  the  employment  of  flat  bars  for 
the  main  reinforcements,  and  in  the  very  thorough  manner 
in  which  all  the  reinforcements  are  secured  together.  A 


126 


REINFORCED  CONCRETE  IN  EUROPE 


double  reinforcement  is  used  in  the  case  of  beams.  For 
floors  a  network  of  round  rods  is  used,  tied  to  the  upper 
beam  reinforcements;  the  two  series  of  rods  are  fastened 
together  with  wire  ties  at  every  other  intersection  in  both 
directions. 

DEUMLING. 

A   system   of  suspension   and  latticed  floors   covered  by 
German  Patent  No.  82,931. 
DIETRICHKEIT. 

Herr  Dietrichkeit,  Archt.,  Coin  a.  Rh.  (Germany). 

This  is  a  system  of  flat  floors  in  which  the  reinforcement 
consists  of  twisted  strips  spaced  from  10  to  20  cm.  apart 
according  to  the  length  of  span  and  the  load,  and  fastened 
to  rods  anchored  in  the  walls.  For  long  spans  the  rein- 
forcement is  further  strengthened  by  diagonals. 
DONATH. 

A  modification  of  the  Monier  System,  for  slab  reinforce- 
ment, using  flats  placed  on  edges  and  sometimes  single  or 
double  T-shapes  for  the  carrying  bars.    Pieces  of  sheet 
iron  bent  in  the  form  of  an  S  are  sometimes  used. 
DOUCAS. 

Konigin  Marienhiitte,  Cainsdorf  (Germany). 

This  is  a  special  shaped  reinforcing  bar  of  round,  or  in  larg- 
er sizes,  a  diamond  shaped  section,  with  two  opposite 
webs  or  wings  attached,  which  are  waved  in  the  operation 
of  rolling. 

German  Patent  157,837. 
DUMAS. 

A  system  much  resembling  that  of  Monier. 
EBERT. 

Herr  Ebert  (Baumeister),  Leipzig-Platzwitz  (Germany). 

This  is  a  system  of  flat  flooring  in  which  the  reinforcement 
consists  of  steel  strips  set  on  edge  and  bent  up  at  the  ends 
where  they  rest  on  the  lower  flanges  of  the  supporting 
I-beams.  The  upper  part  of  the  floor  is  moulded  around 
wooden  blocks,  which  are  subsequently  removed. 

German  Patent  139,339,  June  r5>  1901. 


APPENDIX  NO.  I 


127 


EGGERT. 

Diss  &  Co.,  Diisseldorf  (Germany). 

Thi9  system,  which  is  applicable  to  flat  and  also  arched 
floors,  renders  the  use  of  supporting  beams  unnecessary. 
There  are  two  special  features,  one,  that  the  round  bars 
are  inclined  up  at  each  end  and  the  ends  hooked  over,  and 
the  other  that  both  rods  are  in  the  same  plane,  the  bottom 
rod  being  the  longer.  When  specially  strong  anchorage 
is  necessary,  small  plates  are  wedged  on  the  bent  up  parts 
of  each  rod. 

ELLIS. 

John  Ellis  &  Sons,  Ltd.,  Leicester  (England). 

A  system  of  circular  and  elliptical  pipes,  reinforced  with 
ribs  formed  of  round  steel  rods  welded  and  worked  into 
the  concrete. 

FICHTNER. 

This  system  of  reinforcement  is  used  for  high  pressure  pipes, 
especially  when  laid  at  great  depths.  The  main  reinforce- 
ment consists  of  two  hoops  of  thick  wire  bent  into  ovals 
and  laid  on  each  other  so  that  they  cross  at  four  points, 
and  leave  four  central  crescent  shaped  spaces,  through 
each  of  which  at  least  two  wires  run  longitudinally. 

FRANKE. 

Eisenbeton  Franke  G.m.b.H.,  Friedenau  b/Berlin 
and 

L.  Mannstaedt  et  Cie,  A.  G.,  Kalk  b/C61n  (Germany). 

In  this  system  of  flooring,  the  supporting  beams  are  of 
inverted  T-section  with  the  top  piece  rolled  into  conical 
waves.  They  are  laid  I  meter  apart.  The  arched  con- 
crete slabs,  i  x  0.25  meters,  are  made  in  advance  and 
contain  no  reinforcement,  but  have  a  series  of  small 
semicircular  holes  along  their  edges.  After  placing  the 
slabs  in  position,  the  end  spaces  over  the  T-beams  are  first 
filled  with  concrete  and  finally  the  small  binding  holes  in 
the  edges  of  the  slabs  are  filled  with  cement  mortar. 

German  Patent  182,970,  Sept.  18,  1904. 


128 


REINFORCED  CONCRETE  IN  EUROPE 


FRAULOB. 

Walther  Fraulob,  Archt,  Gera-Reuss  (Germany). 

GABELLINI. 

Societa  del  Cemento  armato  Gabellini. 

GASTERSTADT. 

R.  Gasterstadt,  Archt.,  Steinstrasse  75,  Diisseldorf  (Ger- 
many). 

A  patented  system  of  flat  floors  constructed  without  false- 
work for  semicircular  hollow  concrete  forms,  made  in 
advance.  The  reinforcement  consists  of  T-sections  and 
round  rods.  It  is  claimed  that  this  floor  is  sound  proof, 
resists  heavy  loads  and  is  of  cheap  construction. 

GUILLEMENT. 

Guillement-Lathieze,    5    rue   General-Margueritte,  Nantes 
(France). 

Round  rods  used  for  reinforcement. 

HABRICH  OR  THOMAS  &  STEINHOFF. 

Thomas  &  Steinhoff,  Miilheim  a/d.  Ruhr  (Germany). 
Hot  twisted  flat  bars  with  special  rolled  T-bars. 

EAREL  DE  LE  NOE. 

Paris. 

A  system  of  pile  reinforcement,  similar  to  that  of  Pavin  de 
Lafarge,  and  consisting  of  round  rods  held  in  position  by 
a  wire  framework.  Around  this  reinforcement,  a  cement 
pipe  is  placed  which  is  filled  with  concrete. 

HELM. 

E.  Helm,  Berlin. 

A  system  of  floors,  resembling  Czarnikow's,  and  consisting 
of  a  central  falsework,  with  small  boards  above  and  below 
to  which  round  vertical  rods  are  fastened. 

German  Patent  156,871,  May  7,  1903. 

HENNEBIQUE. 

Beton  Arme  Hennebique,  1  rue  Danton,  Paris. 

U.  S.  A.    R.  Baffrey,  1123  Broadway,  New  York.  N.  Y. 


APPENDIX  NO.  I 


I29 


M.  Hennebique  constructed  reinforced  concrete  floors  in 
1879,  and  brought  out  his  patented  system  in  1892.  A 
vast  number  of  all  types  of  construction  have  been  erected 
by  the  numerous  licensed  constructors  of  this  system. 
Round  bars  are  used  in  all  forms  of  construction.  A 
typical  beam  consists  of  two  round  rods  with  split  ends, 
the  lower  rod  is  straight  while  the  upper  is  bent  upwards 
at  a  point  about  ofte-third  of  the  span  from  the  supports 
to  resist  the  shearing  stresses  at  the  ends.  Vertical  U- 
bars  or  stirrups  of  flat  iron  pass  around  the  straight  bar 
and  reach  nearly  to  the  top  of  the  beam,  where  their  ends 
are  partly  bent  over. 

Walls  are  reinforced  with  vertical  round  rods,  placed  alter- 
nately near  each  face  and  tied  to  the  opposite  face  by 
means  of  open  U-shaped  stirrups. 

Several  arrangements  of  round  rods  are  used  for  arches, 
usually  there  are  three  series  of  longitudinal  rods,  one 
set  being  straight  and  placed  near  the  top  surface,  another 
being  curved  to  follow  the  intrados  through  the  central 
portion  of  the  span,  but  is  bent  up  near  the  supports,  and 
passes  over  these  in  the  neighborhood  of  the  upper  sur- 
face. All  the  longitudinal  reinforcements  are  well  tied 
together  and  to  the  opposite  face  by  crossties.  A  series 
of  transverse  rods  is  also  employed,  being  placed  just 
above  the  lower  reinforcement.  In  column  reinforcement 
the  four  or  more  vertical  rods  are  now  tied  by  wires 
instead  of  flat  punched  plates.  For  piles  the  wire  cross- 
ties  are  placed  nearer  together  than  for  columns. 

German  Patent  126,312,  Sept.  2,  1897. 

HERBST. 

W.  Herbst,  Breitestr.  14  Steglitz  b/Berlin  (Germany). 
Special  corrugated  rolled  steel  ribs,  embedded  in  concrete 

webs,  and  used  for  floors  with  concrete  tubes  fitting 

therein. 

HODKIN-JONES. 

Hodkin-Jones,  Queen's  Road,  Sheffield. 

A  system  of  floors  with  a  reinforcement  of  special  bars 


I30  REINFORCED  CONCRETE  IN  EUROPE 

having  three  corrugations  in  their  width.  These  bars  are 
placed  on  edge. 

HOLZER. 

Wayss  &  Freitag,  Miinchen  (Germany). 

Small  sections  in  the  form  of  I-beams  or  sometimes  L's  or 
T's,  resting  on  their  under  flange  of  the  main  I-beams. 
Transverse  rounds  are  held  up  against  the  I-,  L-  or  T- 
beams  by  binding  wires. 

HOMAN. 

Homan  &  Rogers,  17  Gracechurch  Street,  London,  E.  C. 

A  system  of  floors  in  which  the  reinforcement  consists  of  a 
waved  T-bar  or  sometimes  round,  either  of  which  pass 
through  holes  in  the  web  of  ordinary  I-bars. 

HUGNET. 

A  system  of  walls  consisting  of  cement  slabs  containing  a 
metal  webbing  and  which  are  made  in  advance.  The  slabs 
are  held  together  by  a  framework  of  U-section. 

IMPROVED  CONSTRUCTION. 

The  Improved  Construction  Co.,  Ltd.,  47  Victoria  Street, 
London,  S.  W. 

A  system  of  beams  and  floors  with  double  reinforcements 
of  round  steel  bars,  with  tie  bars  so  arranged  as  to  con- 
stitute a  kind  of  polygonal  truss.  This  company  uses 
a  special  machine  for  agitating  the  concrete  before  it  sets. 

JOHNSON'S  WIRE  LATTICE. 

Richard  Johnson,  Clapham  &  Morris,  Ltd.,  24  &  26  Lever 

Street,  Manchester. 
Percy  Tomey,  C.  E.,    General  Agent  &  Consulting  Engineer, 

Queen  Anne's  Chambers,  London,  S.  W. 
A  system  of  floors,  beams,  etc.,  in  which  the  reinforcement 

consists  of  cold  drawn  .20  Carbon  O.H.  Steel,  woven  into 

square  or  oblong  meshed  netting. 

KEMNITZ. 

This  system,  chiefly  applicable  to  floors,  consists  of  wires 
twisted  by  means  of  short  round  bars,  which  latter  are 


APPENDIX   NO.  I 


hooked  or  otherwise  anchored  either  to  the  supporting  I- 
beams  or  into  the  walls ;  both  the  wires  and  the  short  rods 
are  embedded  in  the  concrete. 
KIEFER. 

Kiefer  &  Borchmann  G.m.b.H.,  Heidelberg  (Germany). 

A  system  of  floors  consisting  of  hollow  slabs,  1,000  x  500  x 
120,180  mm.,  moulded  on  the  spot  and  containing  in  the 
lower  part  a  wire  net  reinforcement  which  projects  at  each 
end.  These  slabs  are  made  of  1  part  cement,  2  sand,  and 
5  of  slag.  The  ends  of  the  slabs,  which  are  chamfered, 
rest  on  wooden  supporting  beams  and  in  the  space  between 
a  reinforcing  round  rod  is  placed,  and  the  projecting  wire 
net  is  also  bent  up  into  a  hook  before  the  space  is  filled 
with  cement  mortar  (made  of  I  part  cement,  and  3  parts 
of  gravel). 

KISSE. 

Johannes  Kisse,  Berlin  (Germany). 

A  system  of  rectangular  piles,  made  up  of  sections  of  con- 
crete moulded  in  advance  and  each  of  which  contains  four 
oval  holes;  four  round  rods,  the  length  of  the  pile,  pass 
through  these  holes  and  the  space  is  then  filled  up  with 
thin  cement  mortar. 

German  Patent  173,035,  March  11,  1905. 
KLEIN. 

Paul  Zollner  &  Co.,  Liitzowstrasse  13,  Berlin  W.  35  (Ger- 
many). 
KLEINE. 

The  Kleine  Patent  Fire-Resisting  Flooring  Syndicate,  Ltd  , 
J33  to  x36  High  Holborn,  London,  W.  C. 

A  system  of  floors  in  which  the  reinforcement  consists  of 
flat  rolled  bars  used  in  connection  with  hollow  bricks  and 
ballast  concrete. 
KLETT. 

Vereinigte  Maschinenfabrik,  Augsburg  (Germany). 

Rolled  I-beams,  over  the  top  of  which  are  bent  strips  or 
flats,  curved  and  laid  flatwise,  and  on  which  at  intervals 
are  riveted  small  angle  irons  for  transverse  reinforcement. 


132 


REINFORCED  CONCRETE  IN  EUROPE 


KNAUER. 

Boswan  &  Knauer,  Berlin  (Germany). 

A  system  of  floors,  in  which  the  reinforced  concrete  slabs 
are  laid  between  the  supporting  I-beams.  These  slabs  are 
thicker  at  the  supports  than  in  the  middle ;  the  middle 
portion  is  reinforced  with  rounds  laid  horizontally,  flat- 
tened at  ends,  and  bent  over  the  bearers,  the  thicker  ends 
of  the  slabs  are  also  reinforced  with  rounds  laid  parallel 
to  the  supporting  beams. 

KOENEN. 

Aktiengesellschaft  fur  Beton  und  Monierbau,  Potsdamerstr. 

129,  Berlin  (Germany). 
Floor  slabs  haunched  near  supports,  reinforced  with  round 

bars.    The  slabs  rest  on  steel  joists. 
German  Patent  124,879,  Aug.  13,  1899. 

KOHLMETZ. 

In  this  system  of  floors,  the  supporting  member  is  made  up 
of  an  upper  and  lower  light  steel  angle,  diagonally  trussed 
by  light  strips  riveted  thereto.  Around  this  light  frame 
work  is  placed  hollow  clay  pyramidal  bricks ;  on  these  the 
floor  slab  rests,  which  latter  may  be  or  may  not  be  rein- 
forced depending  upon  the  span. 

KOSSALKA. 

Dr.  Johann  Kossalka,  Budapest  (Hungary). 
A  beam  with  I-shaped  reinforcement. 
KOSTEN. 

O.  Wachtel,  Zwingerplatz  1,  Breslau  (Germany). 
KOVACS  &  RESZO. 

Aladar  Kovacs  of  Sebesteny  (Hungary) 
and 

Polka  Reszo,  Budapest  (Hungary). 

In  this  system  of  walls,  a  rectangular  net  work  with  large 
meshes  is  hung  on  small  reinforced  concrete  supports  like 
rafters,  which  are  of  square  section,  and  are  made  in 
advance ;  the  whole  is  then  embedded  in  concrete. 

German  Patent  176,885,  Dec.  25,  1904. 


APPENDIX    NO.  I 


133 


KRAUSS. 

Max  Krauss,  Miinchen  (Germany). 

In  this  system  of  floors,  the  pieces  of  falsework  remain, 
forming  the  under  part  of  the  floor  slab;  one  of  the  ends 
rests  on  the  lower  flange  of  the  supporting  I-beam,  and  the 
free  ends  cross  each  other  and  are  held  apart  by  a  short 
wedge  under  the  free  end.  The  concrete  is  placed  on  top 
of  the  falsework. 

German  Patent  172,046,  Feb.  26,  1905. 

KUHLMEYER. 

In  this  system  of  stairways  the  main  supports  are  either  I- 
or  L-  sections.  The  parts  forming  the  staircase  are  so  con 
nected  with  the  wall,  that  they  form  a  continuous  hollow 
construction.  For  the  reinforcement  of  the  treads,  iron 
rods  crossed,  or  wire  webbing  or  perforated  sheets  are 
used. 

LANG. 

Lang  &  Fils,  Ave.  de  la  Bourdonnais  17,  Paris. 
Round  bars  are  used  for  reinforcement. 
LANZONI. 

Lanzoni,  Galli  &  Co. 

A  system  of  doors,  windows,  etc.,  in  which  small  rods  are 
used  for  reinforcement. 

LEFORT. 

In  this  floor  system,  the  concrete  slab  is  reinforced  with  two 
groups  of  wires  spaced  in  pairs,  one  over  the  other.  The 
concrete  beam  is  reinforced  with  an  upper  and  lower  round 
rod,  the  former  passing  between  the  above  pair  of  wires ; 
also  a  third  rod  midway  between  the  two,  to  care  for  the 
shearing  stress. 

LESCHINSKY. 

Paul  Leschinsky,  Berlin  (Germany). 

In  this  floor  system,  the  main  reinforcing  bar,  of  I  or  other 
convenient  section,  and  anchored  at  the  ends  in  each  wall, 
is  placed  as  low  in  the  depth  of  the  floor  as  possible,  the 
bar  is  strong  enough  to  ultimately  withstand  the  load,  but 


134 


REINFORCED  CONCRETE  IN  EUROPE 


until  the  concrete  is  added,  it  is  supported  below  by  a 
framed  falsework. 
German  Patent  173,953,  Feb.  12,  1905. 

LILIENTHAL. 

G.  Lilienthal,  Gr.  Lichterfelde  b/Berlin  (Germany). 

This  floor  system  is  only  applicable  to  light  loads  or  short 
spans.  Over  the  upper  flanges  of  the  row  of  supporting 
I-beams  is  laid  a  netting  of  galvanized  wire,  which  is 
allowed  to  sag  down  for  a  distance  equal  to  one  tenth  the 
length  of  the  span.  On  this  netting,  paper  is  laid,  and  on 
which  the  concrete  is  deposited.  A  thin  top  finishing 
layer  is  added  after  setting,  and  this  sometimes  contains  a 
light  reinforcement  of  lightly  drawn  wire  netting. 

German  Patent  100,194,  Sept.  3,  1897. 

LINDSAY. 

W.  Lindsay  &  Co.,  23  Queen  Anne's  Gate,  London,  S.  W. 

A  system  of  floors  in  which  the  slabs  are  reinforced  by 
round  steel  bars  in  pairs,  the  bars  passing  alternately  over 
and  under  the  joists  and  crossing  at  the  middle  of  each 
panel,  thereby  forming  a  trussed  construction. 

LOCHER. 

Locher  &  Co.,  Zurich  (Switzerland). 

The  beams  of  this  system  are  entirely  different  from  any 
other,  in  that  the  reinforcements  are  placed  so  as  to  follow 
the  direction  of  the  lines  taken  by  the  combined  tensile 
stresses  in  a  beam  freely  supported  at  the  ends.  The 
reinforcements  consist  of  flat  bars  laid  on  the  widest  side. 
They  are  placed  in  layers,  each  bar  being  horizontal 
through  the  centre  of  the  span,  and  are  bent  up  at  a  dif- 
ferent distance  from  the  supports. 

LOLAT. 

Gustav  Lolat,  Kaiserallee  65,  Berlin-Friedenau  (Germany). 

In  the  walls  is  placed  an  anchorage  of  flat  or  angle  iron  form- 
ing a  framework.  Over  this  framework  are  laid  hooked 
pieces  of  wire  with  eyes  projecting  from  the  walls  into 
which  the  bent  ends  of  the  carrying  rods  are  inserted. 


APPENDIX   NO.  I 


135 


German  Patents  151,093,  June  1,  1901,  183,341,  Nov.  22, 
1905. 
LUIPOLD. 

Luipold  and  Schneider,  Stuttgart  (Germany). 

In  this  system  of  beams,  round  reinforcing  rods  are  put  in 
both  the  upper  and  lower  parts,  so  as  to  take  up  the  neg- 
ative moments  in  the  centre  of  the  beam ;  usually  there  are 
two  upper  and  five  lower  rods.  The  connecting  stirrup 
consists  of  a  long  round  rod,  so  bent  as  to  pass  around  each 
of  the  upper  and  lower  rods. 

LUND. 

Norway. 

A  system  devised  by  Ing.  Lund  in  which  round  rods  are 
used. 
MACIACHINI. 

Ing.  A.  Maciachini,  Milan  (Italy). 

The  object  of  this  system  is  to  obtain  for  beams  the  advan- 
tage gained  in  the  Considere  method  of  hopping  columns. 
The  efficient  hooping  of  a  beam  is  difficult  because  the 
moulding  must  be  done  horizontally  if  formed  in  situ,  and 
the  fabrication  of  a  beam  in  advance,  causes  the  loss  of 
many  advantages.  Maciachini  uses  hooping  wires  of  suit- 
able diameter  and  as  long  as  possible;  these  are  bent  up 
and  down  before  being  placed  in  position,  the  height  being 
that  of  the  width  or  depth  of  the  beam  less  about  1.6 
inches  to  allow  for  a  covering  of  0.8  inch  of  concrete  on 
all  sides.  The  bottom  and  side  transverse  hoopings  are 
looped  together,  and  four  corner  rounds  constitute  the 
longitudinal  reinforcement, 
de  MAN. 

This  consists  of  a  special  twisted  or  crimped  flat  bar,  the 
usual  size  being  from  Va  to  1^2  inches  wide,  by  1/10  to 
Ya  inch  thick.    It  is  intended  for  use  in  floor  slabs  made 
of  cinder  concrete.  1 
MANKE. 

M.  Manke,  Spandau  (Germany). 

An  arrangement  of  reinforcement  adapted  to  massive  floors 


136 


REINFORCED  CONCRETE  IN  EUROPE 


and  consisting  chiefly  in  rigidly  holding  the  round  rein- 
forcing bars  which  extend  from  one  supporting  beam  to 
the  other,  by  driving  into  the  beam,  iron  wedges,  one  on 
each  side  of  the  bar. 
German  Patent  153,430,  May  19,  1901. 

MANNSTAEDT. 

L.  Mannstaedt  &  Cie,  A.  G.,  Kalk,  bei  Koln  (Germany). 
This  company  rolls  12  special  shapes  used  in  reinforced  con- 
crete construction. 

MATRAI. 

Matrai,  Gfreret  &  Grossman,  Budapest  (Hungary). 

Steel  suspension  wires,  sometimes  twisted  into  cables,  anchor- 
ed at  the  ends  and  given  the  curve  which  they  would 
naturally  take  under  the  load.  The  arrangement  of  the 
wires  is  varied  according  to  the  application  and  often  i3 
of  a  spider  like  form. 

German  Patent  83,939,  Feb.  3,  1895. 

MELAN. 

Pittel  &  Brausewetter,  Frankenberggasse  13,  Vienna  (Aus- 
tria). 

I-beams,  T's,  four  angles  latticed,  or  other  forms  of  light 
built-up  girders,  wedged  tightly  against  the  webs  of  the 
supporting  beams  and  embedded  in  the  concrete  of  the 
arch. 

METAL  LADDER  TAPE 

The  Metal  Ladder  Tape  Co.,  Ltd.,  84  Newhall  St.,  Birming- 
ham (England). 

A  system  of  thin  partitions  and  walls  in  which  the  rein- 
forcement consists  of  thin  steel  strips  split  at  intervals 
into  a  ladder-like  form  and  furnished  in  long  coils. 

MELANKOVITCH. 

Ed.  Ast  &  Co.,  Lichtensteinstrasse  41,  Vienna  (Austria). 
MOLLER. 

Drehhahn  &  Sidhop,  Braunschweig  (Germany). 

This  floor  slab  is  reinforced  with  rolled  I-beams  and  is 


APPENDIX   NO.  I 


137 


supported  by  fish-bellied  beams  usually  spaced  4  feet  apart. 
These  latter  consist  of  flat  bars  firmly  anchored  into  the 
walls  by  pieces  of  angle  iron  riveted  thereto.  Short  pieces 
of  angle  iron  of  the  same  length  as  the  width  of  the  flat 
iron,  are  riveted  thereto  at  equal  distances,  to  resist  the 
longitudinal  shear  of  the  flat  bars. 

MOLLARET  ET  CUYNAT. 

Mollaret    et   Cuynat,    17    rue    Augerau,   Lyon  (Rhone) 
(France). 

Round  rods  are  used  for  reinforcement. 
MOOTER. 

This  inventor  was  the  first  to  employ  reinforced  concrete  in 
a  large  way.  His  first  Patent  is  dated  July  16,  1867.  He 
died  on  March  13,  1906,  at  the  age  of  83,  almost  unknown, 
almost  forgotten  and  in  unfortunate  circumstances.  His 
German  Patents  which  have  lapsed  were  purchased  in 
1884  by  Freytag  &  Heidschuch,  (now  Weyss  &  Freytag), 
and  also  Martenstein  &  Josseaux,  who  later  requested  Ing. 
G.  A.  Weyss  to  develop  the  patent  into  a  System  of 
general  application.  This  was  done  with  the  assistance  of 
Prof.  Bauschinger  of  Munich,  and  the  Monier  System  was 
introduced  in  Germany  in  1887  by  the  publication  of 
Weyss'  Book  on  the  Monier  System. 

The  Monier  trellis  consists  of  two  series  of  parallel  round 
rods,  crossing  each  other  at  right  angles.  The  lower 
rods,  called  the  carrying  rods  or* resisting  rods,  are  placed 
in  the  direction  of  the  span  of  the  slab  and  form  the 
'resisting  elements.  The  upper  rods,  called  distribution 
rods,  perform  the  two-fold  function  of  holding  the  resist- 
ance rods  at  proper  intervals  apart  and  of  distributing 
the  load  to  them.  The  rods  are  tied  together  by  wrapping 
the  intersections  with  annealed  wire. 

Many  modifications  of  the  Monier  trellis  have  been  intro- 
duced, as  well  as  many  devices  of  securing  a  rigid  con- 
nection at  the  intersections. 

MULLER. 

Muller,  Marx  &  Co.,  Greifwalterstrasse  212-213,  Berlin. 


138  REINFORCED  CONCRETE  IN  EUROPE 

I-beams  with  zigzag  reinforcements  made  of  flat  bars,  placed 
on  edge,  and  tied  together  with  thin  clips. 

de  MURALT. 

Ing.  de  Miiralt,  Engineer  of  the  Corps  des  Ponts  et  Chaus- 
sees,  Zierikzee  (Holland). 

A  system  particularly  applicable  for  dykes  and  sea  de- 
fences, and  in  which  expanded  metal,  and  to  some  extent 
round  rods  are  used. 

NEVILLE. 

This  system,  applicable  to  large  floor  slabs  consists  in  a 
double  netting  reinforcement,  the  top  and  bottom  main 
longitudinal  netting  being  jointed  by  transverse  pieces  of 
netting  so  fastened  that  when  all  is  coated  with  concrete,, 
triangular  hollow  spaces  are  left  in  the  slab. 

NIVET. 

Ingenieur  a  Marans,  pres  La  Rochelle  (Charante  Inferieure) 

(France). 
Use  round  rods  for  reinforcement. 
ODORICO. 

Societa  Odorico  et  Cie.,  Milan  (Italy). 

OPELT  &  HENNERSDORF. 

This  is  a  construction  for  shallow  floors,  but  it  can  be  used 
also  for  walls.  Shallow  slabs  with  annular  holes,  tongue 
and  grooved  edges,  and  a  ribbed  surface  on  the  lower  side, 
are  used ;  they  are  made  in  advance.  They  rest  on  the 
lower  flanges  of  the  supporting  I-beams,  grooved  side 
down,  and  which  grooves  insure  the  layer  of  plaster  stick- 
ing firmly  to  the  slab.  Along  the  edges  is  a  reinforcement 
of  band  iron. 

PARMLEY. 

Bars  with  bent  edges,  to  place  in  the  sides  of  a  conduit  or  the 
haunches  of  an  arch  to  resist  tension. 

PAVIN  de  LAFARGE. 

Societe  Pavin  de  Lafarge,  Joseph  Colomb,  49  rue  de  Prov- 
ence, Paris  (France). 


APPENDIX   NO.  I 


*39 


In  its  application  to  beams,  this  system  is  similar  to  that  of 
Coignet.  ,The  double  reinforcements  are  tied  together  by 
transverse  reinforcements,  consisting  of  wires  wrapped 
around  each  rod  or  of  strips  bent  zigzag,  and  fastened  by 
tight  loops  to  the  upper  and  lower  rods.  In  the  other 
applications  of  this  system,  round  rods,  wires  and  some- 
times flats  are  used. 

PERFECTOR. 

The  Perfector  Bar  Co.,  Queen  Anne's  Chambers,  London, 
S.  W. 

A  system  of  beams,  partitions  and  walls  in  which  the  re- 
inforcement consists  of  a  rolled  round  bar  with  flat  flange 
below,  which  is  slotted  horizontally  or  at  an  angle  of 
45  degrees  for  the  rigid  insertion  of  stirrups  at  any 

angle  or  spacing  desired. 
PERRAND. 

A  system  much  resembling  that  of  Monier. 
H.  PICQ. 

A  construction  of  reinforced  beams,  similar  to  Matrai,  in 
which  the  rolled  sections  or  the  latticed  supports  are  forti- 
fied with  square  tension  rods. 

PIKETTY. 

Paul  Piketty,  Ouai  de  la  Rapee  88,  Paris  (France). 

This  constructor  claims  to  adapt  his  reinforcements  to  suit 
the  exigencies  of  the  case,  and  beyond  adhering  to  certain 
general  principles  he  cannot  be  said  to  work  by  any  special 
"system."  He  prefers  round  rods  to  flat  bars  or  hooped 
iron,  as  the  flats  separate  the  concrete  for  a  greater 
width.  He  uses  a  double  reinforcement  tied  with  round 
stirrups,  set  at  varying  angles  from  vertical  at  the  centre 
to  the  greatest  inclination  near  the  supports. 
PINKEMEYER. 

(Germany). 

German  Patent  113,744. 
POTSCH,  also  called  "Massivdecke  Germania." 

This  system  of  flooring  known  as  Massive  German  Floors 


140 


REINFORCED  CONCRETE  IN  EUROPE 


(Massivdecke  Germania)  is  much  used  in  Westphalia. 
It  consists  of  wedge-shaped  slabs  containing  three  annular 
holes  which  are  made  in  advance  from  cement  and  ashes; 
they  are  300  mm.  long  and  vary  in  height  according  to 
the  load  which  the  floor  must  resist.  The  reinforcement 
consists  either  of  solid  triangular  cast  iron  blocks,  or 
hollow  triangularly  shaped  sheets  not  quite  meeting  in  the 
base,  and  which  latter  are  filled  with  cement-mortar  before 
use.  The  wedge-shaped  slabs  are  placed  between  the 
triangular  blocks  and  the  top  and  the  intervening  spaces 
filled  with  concrete. 

POHLMANN. 

F.  Pohlmann,  Schoneberg,  b/Berlin  (Germany). 

Consists  of  rolled  bulb  iron,  like  that  used  for  ship  ribs,  in 
the  web  of  which  are  cut  octagonal  holes  at  frequent  inter- 
vals and  in  which  are  fitted  hooped  stirrups  set  at  any 
angle  or  spacing  desired. 

German  Patent  170,117,  June  14,  1902. 

POTTER. 

Potter  &  Co.,  Ltd.,  66  Victoria  Street,  London,  S.  W. 

A  long  established  system  of  general  application  in  which  the 

reinforcement  consists  of  corrugated  tension  rods  with 

rolled  steel  joists  when  required. 

PRATT. 

A  beam  similar  to  the  Visintini  beam.  Round  rods  are  used 
for  main  reinforcement,  and  sometimes  flats  are  used  for 
reinforcing  the  diagonals.  Applicable  for  deep  girders 
spanning  between  columns. 

PRtiSS. 

Priiss'sche  Patentwande  aus  Stein,  Zement  &  Eisen,  G.m.b. 
H.,  Schonebergerstrasse  18,  Berlin,  S.  W.  (Germany). 

In  this  system  of  walls  the  reinforcement  consists  of  vertical 
and  horizontal  strips,  1^x26  mm.,  stretched  tightly  and 
formed  into  a  mesh  530  mm.  square.  Any  kind  of  bricks 
or  else  concrete  can  be  used  to  embed  the  reinforcement, 
and  skilled  labor  is  not  required. 


APPENDIX    NO.  I 


141 


RABBITZ. 

Herr  Rabbitz,  Berlin  (Germany). 

Galvanized  wire  network  having  either  diamond  or  hexagon- 
ally  shaped  meshes. 

KAMISCH. 

Prof.  Ramisch,  Rreslau  (Germany). 

This  is  a  floor  system  in  which  the  supports  may  be  I-beams, 
reinforced  beams  or  brick  walls.  The  spans  can  be  as 
long  as  6  meters,  with  a  thickness  of  floor  from  100  to  130 
mm.  The  novelty  consists  in  the  arrangement  of  the 
upper  and  lower  reinforcing  round  rods ;  the  upper  are 
hooked  over  the  top  flanges  of  the  I-beams,  but  extend 
only  about  one-third  of  the  length  of  the  span,  the  lower 
rods  are  placed  in  the  central  two-thirds  of  the  span,  and 
are  supported  by  hangers  on  the  upper  rod;  the  ends  of 
both  rods  are  bent  up  at  right  angles  to  avoid  shear.  It 
is  claimed  that  thus  the  expansion  of  the  cement  due  to 
variation  in  temperature  is  equalized  anrl  cracking  pre- 
vented. 

RIBERA. 

J.  Eugen  Ribera,  Spanish  Engineer  (Spain). 

This  system  which  is  similar  to  Melan,  is  only  applicable  for 
arched  bridges.  The  reinforcement,  which  can  of  itself 
bear  the  load,  consists  of  longitudinal  angles  running  near 
the  edges  of  the  arches,  and  which  are  connected  by  braces 
as  required. 

RIDLEY-CAMMELL. 

M.  Noel  Ridley,  2  Esmond  Road,  Bedford  Park,  London,  W. 
A  system  of  general  application  in  which  the  reinforcement 

usually  consists  of  rounds,  but  also  flats  and  angles  with 

dovetailed  corrugated  sheeting. 

ROSSI. 

In  this  system  of  floor  slabs,  light  wires  are  used,  placed 
near  together,  and  in  the  opposite  direction,  light  T-sec- 
tions  connected  together  so  as  to  maintain  equal  spacing. 


142 


REINFORCED  CONCRETE  IN  EUROPE 


SACHSE. 

Oskar  Sachse,  Schoneberg  b/Berlin  (Germany). 

This  invention  consists  simply  of  a  ring  and  a  metal  piece  of 

special  wedge-shape  which  together  hold  firmly  in  position, 

two  or  more  reinforcing  rods. 
German  Patent  173,257,  Nov.  11,  1904. 

SANDERS. 

Amsterdamische  Fabriek  von  Cementijerwerken,  108  Wit- 
tenbergerstratt,  Amsterdam  (Holland). 

The  main  reinforcement  consists  of  top  and  bottom  round 
rods,  with  smaller  transverse  round  rods  extending  in  a 
sinuous  form  across  the  whole  width  of  beam  or  floor  slab. 
SCHLUTER. 

Firma  Schluter,  Dortmund  (Germany). 
A  modification  of  the  Monier  System,  in  which  the  rods  are 
placed  diagonally.    They  are  tied  occasionally  and  varied 
in  size  and  sometimes  woven  into  a  metal  webbing. 
SCHNELL. 

Janesch  &  Schnell,  Wieder  Hauptstrasse  45,  Vienna  (Aus- 
tria). 
SCHWEITZER. 

Eisenbeton  Schweitzer,  Augustenstra^sse  37,  Munich  (Ger- 
many). 
SIEGWART. 

International  Siegwart  Beam  Co.,  Lucerne  (Switzerland). 
Hollow  concrete  floor  beams,  moulded  in  advance  and  rein- 
forced with  round  rods;  the  corrugated  open  spaces 
between  the  beams  are  filled  with  cement  grout. 
SKELETON. 

William  Heuman,  The  Sideolith  Co.,  72  Victoria  Street, 
London,  S.  W. 

A  system  of  partitions,  lintels,  beams  and  floors  in  which 
the  reinforcement  consists  of  a  special  skeleton,  split  and 
expanded  from  bars  or  bands  into  girder-like  forms. 
SOHNIUS. 

Heinrich  Sohnius,  Saarbrucken  (Germany). 


APPENDIX   NO.   I  143 

SOMERVILLE. 

D.  G.  Somerville  &  Co.,  72  Victoria  Street,  London,  S.  W. 
A  system  of  floors  and  roofs  in  which  the  reinforcement 

consists  of  rolled  steel  joists  or  frames  constructed  of 

round  or  square  rods. 

STAPF. 

This  is  a  form  of  reinforcing  bar  consisting  of  flats,  usually 
placed  on  edge,  and  along  the  length  of  which  at  equal 
and  frequent  spacings  small  circular  depressions  are  pro- 
duced during  rolling,  first  on  one  side,  and  then  on  the 
other,  the  object  being  to  somewhat  "deform"  the  bar  so 
as  to  increase  the  mechanical  bond. 

STRAUSS  &  RUFF, 

called  "  Drahtziegel  M  bauweise  ;  said  to  be  first  introduced  in  Germany. 
This  is  a  special  form  of  reinforced  wire  netting,  known  as 
"Drahtziegel,"  made  in  advance,  by  pressing  a  cruciform 
clay  brick  over  each  cross  section,  so  that  the  wires  are 
completely  embedded.  It  is  used  for  dome-shaped  ceilings, 
where  it  rests  on  a  lattice  work  of  heavy  wires,  or  light 
round  rods,  to  which  it  is  fastened  by  binding  wires.  It  is 
also  used  for  short  span  floors  in  which  case  it  is  covered 
with  a  plain  wire  netting  before  depositing  the  concrete. 
Where  resistance  to  sounds  are  desired,  two  layers  of  the 
drahtziegel  are  used. 

STOLTE. 

Deut.  Cementbau  Gesellschaft  Paul  Stolte,  Berlin  (Ger- 
many). 

Reinforced  hollow  concrete  blocks,  moulded  in  advance 
and  laid  across  between  I-beams,  which  form  the  beams 
for  the  floor.  The  reinforcement  consists  of  flat  bars 
laid  upright. 

German  Patent  150,320,  Dec.  I,  1901. 

THURL. 

(Said  to  be  so  far  only  used  in  Vienna.) 
Herr.  Thurl,  Stadtbaumeister,  Vienna  (Austria). 
This  system  of  beams  is  like  Visintini's.    In  spans  over  6 


I 


144  REINFORCED  CONCRETE  IN  EUROPE 

meters,  the  beam  consists  of  an  arched  part  and  also  a 
flat  part  member.  Each  are  reinforced  with  four  round  rods 
or  else  wires  of  2  to  3  mm.  in  diameter.  The  beams  are 
usually  20  cm.  wide. 

U.  K. 

United  Kingdom  Fireproofmg  Co.,  Ltd.,  47  Victoria  Street, 
London,  S.  W. 

A  system  of  floors  consisting  of  elliptically-shaped  hollow 
tubes  with  flat  bottoms,  with  chamfered  edges  which  rest 
on  concrete  inverted  T's,  which  latter  are  reinforced  with 
three  round  rods.  Both  the  tubes  and  the  T's  rest  on  the 
main  I-beams. 

de  VALLIERE. 

de  Valliere  &  Simon,  1  Place  de  la  Cathedrale,  Lausianne 
(Switzerland). 

Floor  slabs  and  beams  of  T-sections  with  one  or  more  round 
rods,  forming  the  bottom  main  reinforcement  and  which 
pass  through  the  transverse  reinforcement,  which  latter 
consists  of  heavy  wire  bent  up  and  down  and  pulled  out 
forming  a  zigzag  arrangement  of  any  spacing  desired. 

VIENNOT. 

L.  Viennot,  9  Bd.  de  Demain,  Paris  (France). 
Uses  round  rods  for  reinforcement. 
VISINTINI. 

Franz  Visintini,  Dohlinger  Hauptstrasse  33,  Vienna  (Aus- 
tria). 

Shallow  cored  beams  moulded  in  advance,  the  embedded 
reinforcement  consisting  of  light  latticed  girders. 

German  Patents    163,838,  Sept.  9,  1902,    179,366,  May  4, 
1905. 
WALSER-GERARD. 

The  beams  are  T-shaped,  and  have  upper  and  lower  round 
bars  for  main  reinforcements,  the  number  of  top  rods 
being  always  one  in  excess  of  the  number  of  bottom  rods ; 
the  transverse  wire  reinforcement  is  bent  around  both 
series  of  rods.    For  floor  slabs  the  arrangement  is  some- 


APPENDIX    NO.  I 


145 


what  different,  but  is  also  such  as  to  give  excellent  mutual 
support. 
WAYSS. 

Wayss  &  Freytag,  A.  G.  Sendlingerstrasse,  Munich  (Ger- 
many). 

G.  A.  Wayss  &  Co.,  Mollwaldplatz  4,  Vienna  (Austria). 
For  floors,  Wayss  has  improved  on  the  Monier  System,  in 
his  arrangement  and  bending  of  the  round  reinforcing 
rods.  He  has  developed  a  flexible  floor  in  which  the  rein- 
forcement is  hinged  at  the  negative  points  of  the  moments. 
For  piles,  the  system  includes  many  variations  of  the 
principle  of  vertical  reinforcing  rods,  near  each  edge  held 
in  position  by  looped  light  rods,  placed  at  frequent  in- 
tervals. 
WELLS. 

E.  P.  Wells,  Civil  Engineer  &  Surveyor,  94  Larkspur  Rise, 
Clapham,  London,  S.  W. 

A  system  of  general  application  in  which  the  reinforcement 
consists  of  two  rods  held  together  by  a  thin  diaphragm, 
so  that  when  one-half  is  cranked,  it  does  not  form  a  loose 
member.  The  arrangement  facilitates  the  fixing  of  the 
stirrups  on  hangers  in  the  correct  position. 
WEYHE. 

also  called  "Victoria  Decke." 

Hansa,  G.m.b.H.  (Wilckens  &  Ruhl)  Bremen  (Germany). 

A  system  of  floors  in  which  the  reinforcing  rods  passing 
from  one  supporting  I-beam  to  the  other  are  first  bent  in 
a  convex  and  then  in  a  concave  form. 

German  Patents  81,135,  March  14,  1894,  82,941,  March  14, 
1894. 
WILKINSON. 

W.  B.  Wilkinson  &  Co.,  Ltd.,  Townsmead  and  Imperial 
Roads,  Pulham,  London,  S.  W. 

A  long  established  system  of  floors  and  general  application, 
in  which  the  reinforcement  consists  of  longitudinal  rolled 
rounds  bent  up  towards  supports  with  similarly  shaped 
transverse  bars  laid  at  intervals  between  supports. 


146 


REINFORCED  CONCRETE  IN  EUROPE 


WILLIAMS. 

Samuel  Williams  &  Sons,  Ltd.,  Dagenham  Dock,  Essex 
(England). 

A  system  applicable  to  beams,  piles,  quays,  jetties,  and 
Piers  in  which  the  reinforcement  consists  of  small  rolled 
I-sections  or  standard  joists  with  vertical  round  bars  hav- 
ing split  ends  to  withstand  the  shear. 

WISSEL. 

Wilh.  Wissel,  Hannover  (Germany). 

This  invention  consists  of  using  a  light  latticed  frame  to  tem- 
porarily connect  the  upper  and  lower  members  of  a  beam 
containing  reinforcing  rods. 

German  Patent  175,655,  Nov.  1,  1904. 

WOLLE. 

Cementgeschaft  Rud.  Wolle,  Leipzig  (Germany). 

This  system  of  floors  is  similar  to  that- of  Weyhe.  Upper 
and  lower  reinforcing  round  rods  are  used  which  are 
hooked  over  the  top  flanges  of  the  supporting  I-beams,  or 
firmly  anchored  in  the  walls.  Vertical  stirrups  connect  the 
rods  at  each  end  of  the  span,  where  the  concrete  is  arched, 
but  not  in  the  thinner  middle  part.  Spans  up  to  6  meters 
can  be  built;  falsework  is  always  necessary. 

WUNSCH. 

Robert  Wiinsch,  Budapest  (Hungary). 

T-sections,  embedded  in  the  floor  and  ceiling  concrete  slabs, 
which  latter  rests  upon  the  upper  or  lower  flanges  of  the 
supporting  I-beams.  The  T-sectior*s  are  sometimes  riveted 
to  the  I-beams. 

ZIEGLER. 

Herr.  Ziegler,  Bauinspector  (Germany). 

In  this  system  of  reinforced  pipes,  a  provision  is  also  made 
which  secures  tight  joints,  so  that  the  pipes  are  applicable 
for  fluids,  gases  and  steam  under  high  pressure.  The 
wall  of  the  pipe  consists  of  an  inner  layer  of  concrete, 
around  which  is  a  sheet  mantle :  over  this  is  a  second  con- 
crete mantle,  reinforced  with  round  longitudinal  rods. 


APPENDIX   NO.  I 


147 


A  rubber  washer  is  used  at  the  overlapping  of  the  joints, 
which,  with  the  sheet  mantle,  gives  a  gas  tight  pipe. 

ZIMMER. 

Winklemann  &  Braums,  G.m.b.H.,  Albrechtstrasse  I,  Wiss- 
baden  (Germany). 

ZOLLNER. 

P.  Zollner  &  Co.,  Berlin  (Germany). 
Wayss  &  Freytag,  A.  G.  and 
Windschild  &  Langelott,  G.m.b.H. 

Two  systems  for  the  reinforcement  of  flat  floors  are  used. 
One  in  which  wires  are  strung  between  the  walls,  being 
tightly  anchored  at  each  end.  In  the  middle  of  the  span 
these  wires  are  either  wound  round  a  rod  or  clamped  on 
to  a  small  I-beam,  and  which  rod  or  I-beam  is  moved  so 
that  the  wires  assume  an  oblique  direction  and  are  thereby 
more  tightly  stretched. 

In  the  other  system,  hollow  blocks  are  used,  laid  with  space 
for  a  concrete  joint.  Above  and  below  these  blocks  are 
longitudinal  reinforcing  rods,  hooked  at  the  free  ends  and 
connected  near  the  walls  with  diagonal  stirrups. 

German  Patent  119,651,  Aug.  12,  1897. 


APPENDIX  NO.  2. 


COMPARISON  OF  THE  REQUIREMENTS  OF  FOURTEEN  FOR- 
EIGN CEMENT  SPECIFICATIONS,  UNDER  THE  FOLLOW- 
ING HEADINGS:— 


I. 

Fineness. 

Chemical  Composition. 

3- 

Specific  Gravity. 

4- 

Weight. 

r- 

5- 

Soundness  or  Constancy  of  Volume. 

6. 

Distortion  in  Cold  and  Hot  Water. 

7- 

Setting  Time. 

8. 

Mode  of  Gauging. 

9- 

Neat  Test  (Tensile  Strength). 

IO. 

Sand  Test  (Tensile  Strength). 

ic. 

Compressive  Strength. 

12. 

Blowing  Test. 

13- 

Coolness. 

CEMENT  USED  IN  REINFORCED  CONCRETE.  THE  CHIEF 
REQUIREMENTS  OF  FOREIGN  CEMENT  SPECIFICATIONS 
COMPARED. 

INTRODUCTION. 

The  chief  requirements  of  14  Specifications  for  Artificial 
Portland  Cement,  representing  current  practice  in  Eng- 
land, France,  Germany,  Austria,  Switzerland,  and  Russia 
and  also  the  International  Standard  Recommendations,  are 
classified  under  13  Headings. 

For  brevity,  references  were  omitted  to  instructions  relating 
to  the  manufacture,  the  sampling,  and  the  preparation  of 
the  sample  for  testing  and  analysis ;  also  references  to 
packing,  branding,  storage  and  the  conditions  governing 
the  acceptance  of  the  consignments  which  the  sample  rep- 
resents. 
ENGLAND. 

Seven  (7)  Specifications  as  follows: — 


APPENDIX  NO.  2 


149 


(a)  British  Standard  or  "Engineering  Standards"  Commit- 
tee's Specification  of  June,  1907,  (still  in  force). 

(b)  Bertram  Blount's  suggested  modifications  of  July,  1908. 

(c)  David  B.  Butler's  suggested  modifications  of  July,  1908. 

(d)  J.  S.  de  Visian's  Specification  of  Nov.,  1907,  (Agent  or 
the  Hennebique  Co.). 

(e)  Canadian  Soc.  of  Civil  Engineers'  Specification  of  May, 
1903. 

(f)  D.  G.  Somervillev&  Co.'s  Specification  of  1907. 

(g)  Marsh  and  Dunn's  Specification  of  Feb.,  1908. 

Note  on  the  importation  into  England  and  its  Colonies  of 
bogus  Portland  or  "Natural"  Cement. 

FRANCE. 

Government  Specification  of  June,  1902  (still  in  force). 
GERMANY. 

Government  Specification  of  Feb.  19,  1902,  (still  in  force). 
Association  of  German  Portland  Cement  Mfgrs.,  Specification 
of  Feb.,  1908. 

AUSTRIA. 

Austrian  Engineering  and  Arch.  Asso.  Rules.    April  27, 
1907  (now  in  general  use). 

SWITZERLAND. 

Federal  Testing  Station   Standard  Specification  of   190 1, 
(still  in  force). 

RUSSIA. 

Ministry  of  Public  Highways'  Specification  of  April  15,  1905 
(still  in  force). 
INTER.  ASSO.  FOR  TESTING  MATERIALS. 

Recommendations  of  Brussel's  Congress  of  Sept.,  1906. 

COMPARISON  OF  THE  CEMENT  SPECIFICATIONS. 

The  requirements  of  the  fourteen  (14)  Cement  Specifications 
are  classified  under  the  following  13  Headings: — 

1.  Fineness. 

2.  Chemical  Composition. 

3.  Specific  Gravity. 


REINFORCED  CONCRETE  IN  EUROPE 


4. 

Weight. 

5. 

Soundness  or  Constancy  of  Volume. 

6. 

Distortion  in  Cold  and  Hot  Water. 

7- 

Setting  Time. 

8. 

Mode  of  Gauging. 

9- 

Neat  Test  (Tensile  Strength). 

10. 

Sand  Test  (Tensile  Strength). 

11. 

Compressive  Strength. 

12. 

Blowing  Test. 

13. 

Coolness. 

1.  FINENESS. 

In  each  of  the  following  quotations,  it  is  assumed  that  thor- 
oughly dried  sieves  are  used. 

BRITISH  STANDARD,  JUNE,  1907. 

Residue  on  a  sieve  76  X  76  =  5,776  meshes  per  sq.  inch  shall 

not  exceed  3.00  per  cent. 
Residue  on  a  sieve  180  X  180  =  32,400  meshes  per  sq.  inch 

shall  not  exceed  18.00  per  cent. 

BERTRAM  BLOUNT,  JULY,  1908. 

Residue  on  a  sieve  76  X  76  =  5,776  meshes  per  sq.  inch 

shall  not  exceed  1.00  per  cent. 
Residue  on  a  sieve  180  X  180  =  32,400  meshes  per  sq.  inch 

shall  not  exceed  10.00  per  cent. 

J.  S.  E.  DE  VESIAN,  NOVEMBER,  1907. 

Residue  on  a  sieve  180  X  180  shall  not  exceed  20.00  per  cent. 
CANADIAN  SOCIETY  OF  CIVIL  ENGINEERS,  MAY,  1903. 

Residue  on  a  sieve  of  10,000  meshes  per  sq.  inch  shall  not 

exceed  10.00  per  cent. 
The  whole  of  the  Cement  shall  pass  through  a  sieve  of 

2,500  meshes  per  sq.  inch. 

D.  G.  SOMERVILLE  &  CO.,  1907. 

Residue  on  a  sieve  180  X  180  (No.  47^  B.  S.  Wire  Gauge) 
must  not  be,  after  gently  shaking,  more  than  15  per  cent. 
The  whole  of  the  cement  must  pass  through  a  76  X  76  sieve. 


APPENDIX  NO.  2 


FRENCH  GOVERNMENT,  JUNE,  1902. 

The  fineness  test  shall  be  made  on  100  grams. 
Three  sieves  shall  be  used  as  follows : — 

Sieve  of  324 meshes  per  sq.  cm.,  wires  2/10  mm.  thick. 
Sieve  of  900  meshes  per  sq.  cm.,  wires  15/100  mm.  thick. 
Sieve  of  4900  meshes  per  sq.  cm.,  wires  5/100  mm.  thick. 

Residue  left  on  Cement  for  sea  Cement  for  other 
sieve  of                    water  work  uses 

324  mesh  not  over  2% 

900  mesh  not  over  \o°/o 

4900  mesh  not  under  40%  not  over  30% 

GERMAN  GOVERNMENT,  FEBRUARY,  1902. 

Portland  cement  must  be  ground  so  fine  that  not  more 
than  10  per  cent,  of  residue  is  left  after  a  sample  of  the 
same  has  been  passed  through  a  wire  sieve  of  900  meshes 
to  the  square  centimeter  (5806  per  square  inch).  The 
thickness  of  the  wire  of  the  sieve  should  be  equal  to  one- 
half  of  the  width  of  the  opening  of  the  mesh. 

ASSOC.  OF  GERMAN  PORTLAND  CEMENT  MFGRS.,  FEBRUARY,  1908. 

Portland  cement  must  be  ground  so  fine  that  not  more  than 
5  per  cent,  of  residue  is  left  on  a  sieve  of  900  meshes  per 
square  centimeter.  The  width  of  the  mesh  being  22  mm. 
100  grams  of  cement  should  be  used  for  each  determina- 
tion. 

AUSTRIAN  ENG.  &  ARCH.  SOC,  1907. 

Portland  cement  shall  be  ground  as  fine  as  possible. 

The  residue  on  a  sieve  with  4900  meshes  per  1  cm.2  and 

■  made  of  0.05  mm.  wire  shall  not  be  more  than  30  per 

cent. 

The  residue  on  a  sieve  with  900  meshes  per  1  cm.2  and 
made  of  0.10  mm.  wire  shall  not  be  more  than  5  per 
cent. 

SWISS  FEDERAL  TESTING  STATION  STANDARD,  1901, 

Portland  cement  must  be  ground  fine  enough,  so  that  the 
residue  on  a  sieve  with  900  meshes  per  cm.  square  and 
made  of  0.1  mm.  wire,  shall  not  be  over  5  per  cent. 

6 


REINFORCED 'CONCRETE  IN  EUROPE 


RUSSIAN  MINISTERIAL  REGULATIONS,  1905. 

Portland  cement  shall  be  ground  as  fine  as  possible. 

The  residue  on  a  sieve  with  4900  meshes  per  1  cm.2  and 

made  of  0.05  mm.  wire  shall  not  be  more  than  50  per  cent. 
The  residue  on  a  sieve  with  900  meshes  per  1  cm.,  made  of, 

0.10  mm.  wire  shall  not  be  more  than  15  per  cent. 
INTER.  ASSOC.  TEST.  MAT.  BRUSSELS,  1906. 

(a)  The  fineness  of  grinding  is  measured  with  the  aid  of 

the  following  set  of  sieves  having  rectangular  meshes.* 

No.  of  meshes     No.  of  wires     Thickness  of     Width  of  meshes 
per  sq.  cm.  per  cm.        wires  in  mm.  in  mm. 

900  30  0.10  0.23 

2500  50  O.07  O.13 

49OO  70  O.05  O.09 

The  fineness  of  grinding  should  preferably  be  determined 
mechanically  as  it  is  very  difficult  to  obtain  thoroughly  con- 
cordant results  by  hand-sieving.  A  machine  for  the  pur- 
pose should  be  as  simply  and  istrongly  built  as  possible  and 
should  shake  the  sieves  a  definite  number  of  times  in  a 
given  interval  of  time. 

(b)  The  substances  to  be  tested  should  be  separated  into 
three  portions  by  means  of  two  sieves  as  follows : 

(  900  meshes 

( 4900  meshes 
900  meshes 
2  500  meshes 

(c)  Amounts  of  100  grams  should  be  taken  for  each  ex- 
periment. 

(d)  The  result  of  passing  the  material  through  each  sieve 
is  expressed  in  terms  of  the  proportion  of  the  total 
material  which  is  retained  on  that  sieve. 

2.    CHEMICAL  COMPOSITION. 
BRITISH  STANDARD,  JUNE,  1907. 

The  cement  shall  comply  with  the  following  conditions  as 

*  Sieves  having  wires  and  apertures  uniform  in  size  are  difficult  to  procure  ;  but  the 
dimensions  specified  above  should  be  adhered  to  as  closely  as  possible,  until  such  time  as 
sieves  constructed  of  wires  or  perforated  sheet  metal  are  better  made  than  at  present. 


Portland  cement  on  sieves  with.  .  . 
Other  cements  and  hydraulic  lime 


APPENDIX  NO.  2 


to  its  chemical  composition.  There  shall  be  no  excess 
of  lime,  that  is  to  say,  the  proportion  of  lime  shall  not  be 
greater  than  is  necessarv  to  saturate  the  silica  and  alumina 
present.*  The  percentage  of  insoluble  residue  shall  not 
exceed  1.50  per  cent.;  that  of  magnesia  (MgO)  shall  not 
exceed  3.00  per  cent. ;  and  that  of  sulphuric  anhydride 
(S03)  shall  not  exceed  2.75  per  cent. 

BERTRAM  BLOUNT,  JULY,  1908. 

Same  as  British  Standard  except  that  the  percentage  of 
insoluble  residue  shall  not  exceed  1.0  per  cent. 

CANADIAN  SOCIETY  OF  CIVIL  ENGINEERS,  MAY,  1903. 

The  manufacturer  shall,  if  required,  supply  chemical  analyses, 
of  the  cement. 

D.  G.  SOMERVILLE  &  CO.,  1907. 

This  is  a  most  important  point,  and  should  be  carefully  em- 
bodied in  every  specification  for  reinforced  concrete  work. 

Lime  58  to  62% 

Silica  21  to  23% 

Alumina   6  to  8%' 

Ferric  oxide   3  to  4% 

Magnesia   not  more  than  1.26% 

Sulphuric  anhydride  not  more  than  1.6  °/o 

Insoluble  residue  '  not  more  than  1.1  % 

Alkalies  not  more  than  1.6  % 

FRENCH  GOVERNMENT,  JUNE,  1902. 

Quality.  The  cement  shall  be  of  uniform  quality  and  com- 
position.   It  shall  contain  no  unburnt  or  foreign  matter. 

The  maximum  allowable  percentages  of  certain  ingredients 
are  as  follows : 

Cement  for  sea     Cement  for 
water  work         other  uses 

Sulphuric  anhydride    i-50%  3-°°% 

Magnesia    2.00%  5-°°% 

Alumina    8.00%  10.00% 

Sulphides  Only  traces  permitted  in  both  cases. 

*  Note. — The  proportion  of  lime  to  silica  and  alumina  shall  not  be  greater  than  the 

CaO 

ratio  (calculated  in  chemical  equivalents)  represented  by  -r— — ■ —         =  2.85. 

S1O2  ~r  A.I0O3 

Molecular  weight  of  lime  (CaO)  =  — 56;  silica  (SiOo)  =  60;  and  alumina  (A1203)  =  102. 


154 


REINFORCED  CONCRETE  IN  EUROPE 


For  cement  for  Sea  Water  Work  the  index  of  hydraulicity; 
that  is  to  say,  the  proportion  between  the  weight  of  the 
combined  silica  and  alumina  on  the  one  part,  and  the 
weight  of  lime  and  magnesia  on  the  other  part,  shall  be 
at  least  0.47  for  a  percentage  of  8  per  cent,  of  alumina 
with  a  diminution  of  0.02  for  each  1  per  cent,  of  alumina 
below  8  per  cent. 
RUSSIAN  MINISTERIAL  REGULATIONS,  1905. 

The  sum  of  percentages  of  Lime,  Soda  and  Potash  (CaO 
Na20  K20)  divided  by  the  sum  of  the  percentages  of 
Silica,  Alumina  and  Ferric  Oxide  (Si02  Al2Os  Fe203) 
must  fall  between  1.7 — 2.2  per  cent. 

The  quantity  of  Sulphuric  Acid  and  of  Magnesia  in  the 
finished  Portland  Cement  (i.  e.  after  the  addition  of  any 
foreign  substances  to  the  burned  product)  must  not  be 
more  than  1.75  and  3.00  per  cent,  respectively. 

3.    SPECIFIC  GRAVITY. 

The  specific  gravity  determination  can  not  in  itself  be  con  - 
sidered an  indication  of  the  adulteration  of  Portland  Ce- 
ment, until  placed  in  comparison  with  other  tests  indicat- 
ing quality. 

BRITISH  STANDARD,  JUNE,  1907. 

Not  less  than  3.15  when  fresh  burnt  and  ground,  or  not  less 
than  3.10  after  28  days  from  grinding. 

BERTRAM  BLOUNT,  JULY,  1908. 

Not  less  than  3.15  when  fresh  burnt  and  ground,  or  not 
less  than  3.10  after  28  days  from  grinding. 

CANADIAN  SOCIETY  OF  CIVIL  ENGINEERS,  MAY,  1903. 

Not  less  than  3.09  nor  over  3.25  for  fresh  cement;  the  term 
"fresh"  being  understood  to  apply  to  such  cements  as  are 
not  more  than  two  months  old. 

D.  G.  SOMERVILLE  &  CO.,  1907. 

Not  less  than  3.16  nor  more  than  3.27  with  new  cement,  or 
not  less  than  3.09  after  24  hours  exposure  to  air  in  a  ^ 
inch  layer. 


APPENDIX  NO.  2 


155 


RUSSIAN  MINISTERIAL  REGULATIONS,  1905. 

Shall  not  be  less  than  3.05. 

INTER.  ASSOC.  TEST.  MAT.  BRUSSELS,  1906. 

Apparent  Density. 

(a)  The  apparent  density  is  determined  by  filling  a  cylin- 
drical measure  (with  or  without  shaking)  which  holds 
1  litre  and  has  a  height  equal  to  its  diameter.* 

(b)  The  measure  is  preferably  filled  with  the  aid  of  the 
apparatus  illustrated,  the  various  dimensions  of  the  latter 
being  shown  in  the  drawing. 

Half  way  up,  the  funnel  is  fitted  with  a  sheet  of  perforated 
metal,  having  holes,  roughly,  2  mm.  in  diameter.  The  cy- 
lindrical measure  i«s  placed  50  mm.  below  the  lower  edge 
of  the  funnel.  Cement  is  then  introduced  into  the  funnel 
in  small  quantities  of  300  to  400  grams,  and  made  to  pass 
the  sieve  by  stirring  it  with  a  spatula. 

The  filling  of  the  measure  is  stopped  as  soon  as  the  base 
of  the  cone  of  cement  powder,  which  is  formed  in  the 
vessel,  reaches  its  upper  edge.  /The  excess  of  cement  is 
then  struck  off,  and  the  weight  of  material  remaining  in 
the  measure  is  determined. 

(c)  For  determining  the  weight  of  the  powder  when 
shaken  down  in  the  measure,  an  equable  percussion  move- 
ment should  be  imparted  to  it.  The  application  of  a 
machine  for  this  purpose  is  desirable. 

4.  WEIGHT. 

FRENCH  GOVERNMENT,  1902. 

Instead  of  specifying  Specific  Gravity,  these  Specifications 
state  that  for  Sea  Water  Work,  Portland  Cement  must 
weigh  at  least  1200  grams  per  litre  and  for  other  uses, 
at  least  1100  grams  per  litre. 

The  weight  shall  be  determined  by  gently  pouring  the 
cement,  without  shaking,  into  a  metal  measure,  cylindrical 
in  form,  having  a  capacity  of  1  litre  and  a  height  of  10 
cm.  The  cement  contained  in  the  measure  shall  be  weighed ; 

*  A  vessel  of  this  sort  is  not  in  accordance  with  the  German  weights  and  measures 
law. 


I56  REINFORCED  CONCRETE  IN  EUROPE 

the  average  results  of  three  successive  operations  shall  be 
taken  as  the  weight  of  the  sample. 
In  case  of  dispute,  the  filling  of  the  measure  shall  be  effected 
by  means  of  a  funnel  containing  a  sieve  of  perforated 
plate  having  holes  of  2  mm. ;  this  funnel  shall  be  placed 
in  such  a  manner  that  the  bottom  of  the  tube  shall  be  5 
cm.  above  the  measure.  The  cement  shall  be  poured  m 
without  shaking  or  jarring  of  any  kind.  When  the  meas- 
ure overflows,  the  material  in  excess  shall  be  removed  by 
scraping  it  off  with  a  straight-edge  held  vertically. 

5.    SOUNDNESS  OR  CONSTANCY  OF  VOLUME. 
BRITISH  STANDARD,  JUNE,  1907. 

As  tested  by  the  Le  Chatelier  method  and  apparatus  (de- 
scribed in  detail  in  the  Specification)  the  cement  shall  in 
no  case  show  a  greater  expansion  than 
10  mm.  after  24  hours  aeration,  and 
5  mm.  after  7  days  aeration. 

BERTRAM  BLOUNT,  JULY,  1908. 

By  above  method,  cement  for  reinforced  concrete  should 
not  show  over 

6  mm.  after  24  hours  aeration,  and 
3  mm.  after  7  days  aeration. 

J.  S.  E.  DE  VESIAN,  NOVEMBER,  1907. 

Same  as  the  recommendation  of  Bertram  Blount. 
D.  G.  SOMERVILLE  &  CO.,  1907. 

The  Constancy  of  Volume  is  also  most  important,  and  th-* 
following  test  should  be  applied: 

After  air-slaking  cement  for  24  hours  in  a  layer  V2  inch 
thick,  a  pat  of  3  inches  diameter,  incn  thick  at  centre 
and  reduced  to  fine  edges,  mixed  for  between  3  and  6 
minutes  on  a  non-absorbent  surface,  with  22*4  per  cent, 
of  water,  shall  be  placed  on  a  glass  plate,  and  allowed 
to  set  under  a  damp  cloth  for  24  hours ;  it  shall  then  be 
placed  in  cold  water,  which  shall  be  raised  to  boiling 
point  and  kept  boiling  for  3  hours.  There  should  be  no 
signs  of  warping  or  cracking. 


APPENDIX  NO.  2 


GERMAN  GOVERNMENT,  FEBRUARY,  1902. 

Portland  cement  should  be  constant  in  its  volume.  ?The  de- 
cisive test  of  this  property  shall  be,  that  a  pat  of  neat 
cement,  made  on  a  glass  plate  arid  kept  in  a  damp  atmos- 
phere for  twenty-four  hours,  and  afterwards  immersed  in 
water,  shall  not  show  any  signs  of  warping  or  cracking  at 
the  edges,  even  after  the  lapse  of  a  considerable  period. 

In  carrying  out  this  test,  the  pat  prepared  for  determin- 
ing the  time  of  set  should  be  placed  under  water  at 
the  end  of  twenty-four  hours,  in  the  casei  of  slow- 
setting  cements,  but  in  any  case  only  after  it  has  become 
set.  This  may  be  done  much  sooner  in  the  case  of  quick- 
setting  cements.  The  pats  especially  in  the  case  of  slow- 
setting  cements,  must  be  well  protected  from  draughts, 
and  the  direct  rays  of  the  sua,  until  after  they  have  be- 
come set.  The  best  method  is  to  place  them  in  a  closed 
box,  or  cover  them  with  damp  cloths.  Hair  cracks  which 
are  caused  by  shrinkage,  due  to  rapid  drying,  will  thus  be 
avoided.  These  generally  appear  in  the  centre  of  the  pat, 
?  and  are  often  mistaken  by  the  uninitiated  for  cracks  caused 
by  blowing.  If  the  cement  shows  any  crumbling,  or  cracks 
are  visible  during  the  process  of  hardening  while  under 
water,  this  is  a  certain  indication  of  the  blowing  of  the 
cement;  that  is  to  say,  the  cement  becomes  cracked  in  con- 
sequence of  an  increase  of  volume,  and  a  gradual  disrup- 
tion of  the  particles  previously  connected  takes  place, 
which  may  ultimately  lead  to  the  total  destruction  of  the 
mass.  These  symptoms  of  expansion  usually  appear  with- 
in three  days,  but  an  observation  extending  over  twenty- 
eight  days  is  always  sufficient. 

ASSOC.  OF  GERMAN  PORTLAND  CEMENT  MFGRS.,  FEBRUARY,  1908. 

The  Rules  state  that  "Portland  Cement  must  be  constant  in 
its  volume.  The  decisive  test  of  this  property  shall  be, 
that  a  pat  of  neat  cement,  prepared  on  a  glass  plate  and 
kept  in  a  damp  atmosphere  for  24  hours,  and  afterwards 
immersed  in  water  for  24  hours  shall  show  no  signs  of 
curvature  or  cracking  on  the  edges,  even  after  the  lapse 
of  a  considerable  period. " 


I58  REINFORCED  CONCRETE  IN  EUROPE 

AUSTRIAN  ENG.  &  ARCH.  SOC,  1907. 

Portland  cement  shall  have  the  same  constancy  of  volume  in 
air  as  under  water. 

The  volume  of  Portland  Cement  is  often  constant  under 
water  but  not  in  air,  or  vice  versa.  Hence  it  must  be 
tested  under  both  conditions.  It  is  not  safe  to  use  Port- 
land Cement  which  has  not  the  same  Constancy  of  Volume 
in  air  as  under  water. 
SWISS  FEDERAL  TESTING  STATION  STANDARD,  1901. 

Hydraulic  binding  materials  shall  have  the  same  constancy 
of  volume  in  air  as  under  water. 
RUSSIAN  MINISTERIAL  REGULATIONS,  1905. 

Mortar  made  from  neat  Portland  Cement  must  have  the 
same  Constancy  of  Volume  in  air  as  under  water. 

Briquettes  of  such  mortar  must  not  show  any  crimping  or 
any  radical  cracks  on  the  edges  after  being  exposed  in  the 
air,  to  a  temperature  of  I20°C.  for  one  hour,  nor  after 
having  laid  in  water  for  27  days. 

These  tests  shall  be  made  on  at  least  two  briquettes. 

6.    DISTORTION  IN  COLD  AND  HOT  WATER. 

FRENCH  GOVERNMENT,  JUNE,  1902. 

Pats  of  neat  cement,  after  being  kept  24  hours  in  a  damp 
atmosphere,  are  immersed  in  either  sea-water  or  fresh 
water,  depending  upon  the  use  to  which  the  cement  is  to 
be  put. 

In  each  case  a  temperature  of  ioo°C.  is  maintained  for  3 
hours. 

In  the  sea-watei;  test,  the  distance  between  the  points  of 
the  needle  shall  not  exceed  5  mm. ;  in  the  fresh  water  not 
over  10  mm. 

The  tests  for  distortion  in  the  cold  shall  be  made  with  pate 
of  cement  gauged  with  fresh  water  into  a  stiff  paste.  The 
pats,  being  about  10  cm.  diameter  and  2  cm.  thick,  shall 
be  thinned  out  on  the  edges  and  placed  on  glass  plates ; 
the  pats  shall  be  immersed  under  the  conditions  stipulated 
by  the  specification  adopted  and  kept  in  water  until  the 
cement  ha<,  been  definitely  accepted. 


APPENDIX   NO.  2 


159 


None  of  the  pats  shall  show  the  least  trace  of  blowing, 
buckling  or  bursting;  the  edges  of  the  pats  shall  remain 
firmly  fixed  to  the  glass  and  shall  not  show  any  signs  of 
lifting. 

The  tests  for  distortion  in  the  hot  shall  be  determined  with 
cylindrical  test  pieces,  of  a  diameter  and  depth  of  30  mm. 
•moulded  in  a  brass  tube,  Yz  mm.  in  thickness,  split  verti- 
cally and  carrying,  soldered  to  each  end  of  the  slit,  a 
needle  of  150  mm.  in  length. 

Twenty-four  hours  after  being  set,  these  test  pieces  shall 
be  immersed  in  water  which  shall  be  gradually  raised  to 
the  temperature  fixed  by  the  specification,  and  maintained 
at  that  temperature  during  the  time,  likewise  fixed  by  the 
specification;  then  cooled  to  the  initial  temperature.  The 
increase  of  distance  between  the  points  of  the  needles  shall 
not  exceed  the  figure  indicated  by  the  specification  adopted. 

None  of  the  pats  and  test  pieces  shall  show  the  least  trace 
of  blowing  or  distortion,  such  as  cracks,  buckling  or  burst- 
ing. The  edges  of  the  pats  shall  remain  firmly  fixed  to 
the  glass  without  any  sign  of  lifting. 

The  water  in  which  the  pats  and  test  pieces  are  kept  shall 
be  maintained  at  temperatures  of  between  12  and  i8°C. 
INTER.  ASSOC.  TEST.  MAT.  BRUSSELS,  1906. 

Cold  Deformation  Teste. 

(a)  The  cold  tests  for  permanency  of  form  are  conducted 
with  the  standard  paste. 

(b)  The  paste  is  spread  out  on  glass  plates.  On  these  it 
forms  cakes,  run  out  thin  at  the  edges,  of  about  10-15  cm- 
in  diameter  and  V/z-Z  cm.  thick. 

(c)  The  cakes,  after  hardening  for  24  hours  in  moist  air, 
are  placed  in  water  of  i5-i8°C. 

(d)  The  tests  consist  in  noting  the  condition  of  the  pate 
at  the  dates  when  the  tensile  and  compression  tests  are 
being  carried  out. 

7.    SETTING  TIME. 

The  requirements  quoted  cover  the  time  within  which  "initial" 
set  shall  take  place  and  the  limits  of  time  within  which 
"final"  or  "hard"  set  must  occur. 


REINFORCED. :  CONCRETE  IN  EUROPE 


BRITISH  STANDARD,  JUNE,  1907. 

For  this  test  the  "pats"  shall  be  mixed  as  described  under 
"Mode  of  .  Gauging,"    The  cement"  shall  be  considered  as 
finally  "set"  when  a  "needle"  of  the  prescribed  form,  hav- 
ing  a  flat  end  1/16  inch  square,  weighing  in  all  2^2  lbs., 
?    fails  to  make  an  impression  when  its  point  is  applied  gently 
Ha    to  the  surface.  .-:    :      \;y  ;  .  .; 

There  shall  be  three  distinct  graduations  of  setting  time, 
which  shall  be  designated  as  "Quick,"  "Medium"  and 

hfitoV^!J3Jteri|palt  fe$t€«ig?.vtitoie",  shall  -riot -/be  less  than  10 

minutes,  nor  more  than  30  minutes. 
:  vc!  '  Medium:    The  final  setting  time  shall  not  be  less  than 
30  minutes;  'nor,  more  than  2  hours, 
ir^jfff.    -/.Slow.  :  The  final  settiug, time  shall,  not  be  less  than  2 

..  :  <  hours,  nor  more. than  7  hours;  ; 
BERTRAM ;  BLOUNT,  JULY,  1908.  q  ; 

!  ;He< j recommends  the  •  adoption  of;  the  above  requirements. 

MARSH 1  &'  DUNN'S  MANUAL,  FEBRUARY,  1 908. 

M  ,  Recommends  that  Portland  Cement  for  reinforced  concrete 
,  .  .^should  be  manufactured  from  proper  materials  and.  pre- 
ferably calcined  in  rotairy  Jdlns ;  it ,  must  satisfy  m  every 
respect  the  conditions  specified  in  the  British  Standard 
Specification  (of  1907)  and  they  recommend  in  addition, 

, >^#3U0^gt *£|fj»  H$ttfaP$ei*Jffi£&''- iiofttkkk  plate  under  30  niiriutes, 
nor  the  final  set  under  3  hours  or  over  16  hours,  when 

;  ''     mixed  with  22^  percent,  of  water. 

DAVID  B.  BUTLER,  JULY,  ig#B;tJj  rm 

lis  Rfesorriifie^  the. British  Standard 

Specification  (of  1907).  except  as  regards  the  ''Setting 
[Time."  He  considers;  that  the initial  set -should  not)  take 
place  under,  30  minutes,  nor  the  final  set  under  5  hours. 

D.  G.  SOMERVILLE  &  CO.,  ic.07. 

/'This  is  a  somewhat  vexed  question,  as  different  makers  and 
constructors  vary  in  their  estimates  as  to  what  gives  the 

*  Note. — When  a  specially  slow  setting  cement  is  required  the  minimum  time  of 
final  setting  shall  be  specified. 


APPENDIX   NO.  2 


most  satisfactory  results.  Our  feeling,  is,  however,  that 
a  slow  setting  cement  is  preferable  as  the  work  being 
usually  constructed  in  layers  has  more  chance  of  becoming 
incorporated." 

"Test. — -The  initial  set  shall  not  take  place  under  15  minutes 
'     nor  the  final  set  under  4  or  over  8  hours,  the  pat  being 
covered  with  a  damp  cloth  between  testing." 
FRENCH  GOVERNMENT,  JUKE,  igo2. 

Cement,  for  Sea  Water  Work,  immersed  in  fresh  water  shall 
not  commence  to  set  in  less  than  20  minutes. 

The  set  shall  *be  completely  finished  within  a  period  not 
less  than  3  hours  rior  more  than  12  hours. 

Cement,  for  other  Uses,  immersed  in  fresh  water  shall  not 
commence  to  set  in  less  than  20  minutes. 

The  set  shall  be  completed  within  a  period  of  not  less  than  2 
hours  nor  more  than  12  hours. 

The  cement  shall  be  gauged  with  potable  water  into  a  stiff 
paste,  and  shall  be  made  in  the  form  of  a  pat  about  4  cm. 
thick,  immediately  immersed  either  in  fresh  water  or  in 
sea  water  according  to  the  conditions  of  the  particular 
specification  adopted.  The  cement,  water,  and  immersion 
tank  shall  be  of  a  temperature  of  at  least  I5°C.  when  it  is 
desired  to  determine  the  maximum  rapidity  of  set,  and  a*" 
most  15 °C.  when  it  is  desired  to  ascertain  the  minimum. 

The  commencement  of  set  shall  be  when  a  Vicat  needle 
having  a  section  of  1  square  mm.  and  weighing  300  grams, 
does  not  wholly  penetrate  the  pat. 

The  final  set  shall  be  the  time  when  the  surface  of  the  pat 
supports  the  same  needle  without  appreciable  penetration, 
such  as  a  one-tenth  mm. 

In  case  of  dispute,  the  term  "stiff  paste"  shall  be  estimated 
as  follows.  When  gauged  in  the  proportion  of  five  min- 
utes per  kilogram,  this  paste,  in  a  box  4  cm.  deep,  shall 
be  penetrated  to  within  6  mm.  of  the  bottom  of  the  box 
by  a  consistence  plunger  of  1  cm.  diameter  and  300  grams 
weight. 

GERMAN  GOVERNMENT,  FEBRUARY,  1002. 

Portland  Cement  can  be  furnished , to  set  slowly,  or  quickly 


REINFORCED  CONCRETE  IN  EUROPE 

according  to  the  purpose  for  which  it  is  required.  Ce- 
ments which  take  two  hours  or  more  to  set,  may  be  de- 
scribed as  slow-setting  cements. 

In  order  to  ascertain  the  time  of  set  of  slow-setting  cements, 
take  a  sample  of  neat  cement  and  mix  for  three  minutes 
with  water  to  a  stiff  paste ;  for  quick-setting  cements  only 
one  minute's  mixing  is  required.  The  mixture  is  then 
spread  on  a  glass  plate,  at  a  single  operation,  in  the  form 
of  a  pat  1^2  cm.  thick  (about  Y%  inch),  and  tapering 
towards  the  edges. 

The  consistency  of  the  gauged  cement  should  be  such  that 
a  few  taps  on  the  glass  plate  will  cause  the  mass,  which 
was  placed  thereon  with  a  spatula,  to  flow  towards  the 
edges.  From  27  to  30  per  cent,  of  water  is  generally 
sufficient  for  this  purpose.  When  the  pat  becomes  hard 
enough  to  withstand  a  slight  pressure  with  the  finger  nail, 
the  cement  may  be  considered  as  set. 

To  ascertain  accurately  the  exact  time  of  set,  and  to  deter- 
mine the  commencement  of  setting,  which  is  of  the  great- 
est importance  with  quick-setting  cement  (as  it  must  not 
be  worked  after  it  begins  to  set),  a  standard  needle  of 
300  grams  (103/2  oz.)  weight  is  used,  with  a  diameter  of 
1  mm.  (.039  inch)  and  a  flat  point.  A  metal  ring  4  cm. 
(about  iy2  inches)  in  height,  and  having  8  cm.  (3  inches) 
clear  diameter,  is  placed  upon  a  glass  plate  and  filled  with 
gauged  cement  of  the  above-mentioned  consistence,  and 
tested  at  intervals  with  the  needle.  The  exact  moment 
when  the  needle  fails  to  penetrate  the  entire  depth  of  the 
mass,  is  considered  as  the  commencement  of  setting.  The 
time  which  elapses  between  the  gauging  and  the  moment 
at  which  the  normal  needle  leaves  no  visible  impression 
on  the  surface  of  the  pat,  is  the  time  taken  to  set.  In 
order  to  obtain  uniform  results  in  determining  the  setting 
of  cement,  it  is  of  importance  to  carry  out  the  tests  at  a 
mean  temperature  of  both  air  and  water  of  150  to  i8°C. 
(59°  'to  64°F.),  as  the  setting  is  influenced  by  the  tem- 
perature of  the  air  and  of  the  water  used  in  gauging;  a 
high  temperature  quickens  the  setting,  a  low  temperature, 
on  the  other  hand,  retards  it. 


APPENDIX   NO.  2 


Slow-setting  cements  should  not  materially  increase  in  tem- 
perature during  setting,  whereas  with  quick-setting  ce- 
ments a  marked  increase  is  permissible.  Portland  Cement 
is  rendered  slower  settting  by  long  storage,  and  its  tensile 
strength  is  increased  if  kept  in  a  dry  place  free  from 
draughts.  The  opinion  frequently  prevailing,  that  Port- 
land Cement  deteriorates  by  long  warehousing  is  there- 
fore an  erroneous  one,  and  contract  clauses  which  specify 
the  use  of  fresh  cement  only,  should  be  discarded. 
ASSOC.  OF  GERMAN  PORTLAND  CEMENT  MFGRS.,  FEBRUARY,  1908, 
The  initial  set  of  normal  Portland  Cement  shall  not  take- 
place  in  less  than  one  hour  after  gauging.  For  particular 
purposes  a  quicker  setting  Portland  Cement  can  be  pre- 
pared ;  such  cement,  however,  shall  be  so  marked  on  the: 
package. 

The  initial  set  of  normal  Portland  Cement  should  require  at 
least  one  hour,  because  the  beginning  of  the  setting  is 
important;  on  the  contrary,  if  a  definite  interval  of  time 
is  required  for  the  hard  set  it  is  of  less  value  in#the  use 
of  Portland  Cement,  if  the  process  of  hardening  is  com- 
pleted in  a  shorter  or  longer  time.  Possibly  specifications 
concerning  the  setting  time  »should,  therefore,  not  be  limited 
too  closely. 
AUSTRIAN  ENG.  &  ARCH.  SOC,  1907. 

There  shall  be  three  grades  of  setting  time  for  Portland 
Cement  known  as  QUICK-,  MEDIUM-  and  SLOW-set- 
ting. 

Cements  hardening  within  10  minutes  are  QUICK-setting 

SLOW-setting  cements  are  those  which  begin  hardening 

after  30  minutes. 
MEDIUM-setting  cements  are  those  which  harden  between 

10  and  30  minutes. 
Quick-setting  cement  is  only  to  be   used   when  specially 

ordered. 

SWISS  FEDERAL  TESTING  STATION  STANDARD,  1901. 

There  shall  be  three  grades  of  setting  time  for  hydraulic 
binding  materials  known  as  QUICK-,  MEDIUM-  and 
SLOW-setting. 


164 


REINFORCED  CONCRETE  IN  EUROPE 


Those  which  begin  setting  promptly  and  in  which  final  set 
ting  time  is  not  over  30  minutes  shall  be  called  "QUICK" 
setting. 

,  Those  which  take  over  3  hours  to  become  finally  set  shall 
be  termed  "SLOW"-setting. 
"MEDIUM" -setting  materials  are  those  in  which  the  final 
setting  is  between  30  minutes  and  3  hours. 

RUSSIAN  MINISTERIAL  REGULATIONS,  1905. 

Portland  Cement  must  be  slow-setting. 

It  must  not  begin  to  set  before  15  minutes  after  the  water 
has  been  added.  The  final  setting  time  shall  not  be  less 
than  1  hour  nor  more  than  12  hours. 

INTER.  ASSOC.  TEST.  MAT.  BRUSSELS,  1906. 

Setting  tests. 

(a)  The  setting  tests  are  to  be  undertaken  with  the  normal 
paste  described  in  3.  Whilst  mixing,  the  water  and  air 
should  have  a  temperature  of  between  150  and  i8°C. 

(bj  The  test  consists  in  ascertaining  the  commencement 
and  the  end  of  the  setting  process. 

(c)  As  soon  as  it  is  filled,  the  mould  should  be  placed  in 
a  damp  situation  where  the  temperature  is  maintained 
between  150  and  i8°C. 

(d)  For  the  test  is  employed  a  metal  needle  (Vi cat's  nee- 
;dle)  that  is  cylindrical,  smooth,  clean,  and  dry,  and  at 
the  lower  end  cut  off  sharp  at  right  angles  to  its  axis.  It 
should  be  1  sq.  cm.  in  section,  1.13  cm.  in  diameter, 
and  should  weigh  300  grams. 

(e)  The  commencement  of  setting  is  regarded  as  being  the 
moment  at  which  the  needle,  carefully  placed  upon  the 
surface,  no  longer  passes  vertically  through  the  paste  to 
the  bottom  of  the  mould. 

The  end  of  the  setting  is  the  moment  when  the  surface  of  the 
paste  is  hard  enough  to  support  the  same  needle,  without 
allowing  it  to  penetrate  to  an  appreciable  depth. 

'The  times  in  question  are  calculated  from  the  moment  when 
the  water  is  brought  into  contact  with  the  cementitioivj 
material. 


APPENDIX   NO;  2 


a6$ 


(f )    In  hot  countries,  the  mechanism  of  the  setting  test  must 
:     '     be  specially  studied,  in  order  that  due  allowance  may  be 
made  for  the  effect  of  a  high  temperature  upon  the  time 
occupied  in  setting. 

8.    MODE  OF  GAUGING. 

BRITISH  STANDARD,  JUNE},  1907, 

The  .quantity  of  water  used  in  gauging  shall  be  appropriate 

h  to  the  quality  of  the  cement,  and  shall  be  so  proportioned 
that  when  the:  cement  is  gauged  it  shall  form  a  smooth, 
easily  worked  paste,  that  will  leave  the  trowel  cleanly  in 
a  compact  mass.  1  Firesh  water  shall  be  used  for  gauging,, 
and  the  temperature  thereof,  and  that  of  the  test  room 
at  the  time  the  said  operations  are  performed,  shall  be 
T   from  580  to  64°P.i;:  Vu"  '  ;  ' 

BERTRAM  BLOUNT,  JULY,  1908.  ,< 

He  recommends  the  above  mode  of  gauging ,but  lays,  partial - 
.  r   lar  stress  on  the  fact  that  the  gauged,  cement  shall  leave 
the  trowel  cleanly  and  in  a ;  compact  mass, ,  anjd,  explains 
that  this  does  not  mean  that. ,  thp  trowel  shall  be  scraped 
off  or  otherwise  handled  to  clean  it  from  fthe  gauged 
. ...       ^ement.  ;  M  r"      .  i$r*  '  tv  r>u  <  •  \\  <  "•  lo 

FRENCH  GOVERNMENT,  JUNE,  1902L 

The  following  statements  refer,1  in  general,  to  both  the  Neat 
arid  Sand  Test,  of  the  French  Government  Specification. 
The  tests  for  tensile  strength  shall  be  made  on  a  stiff  paste 
of  pure  cement  and  on  a  plastic  mortar  of  cement  gauged 
'   '    with  fresh' water.    They  shall  be  Carried  out  by  means  of 
test  jpieces  in  the  form  of  a1  figure  8,  having  a  section  in 
'the' centre  of  5  sq.  cm. 
The  moulds  in  which  the  test  pieces  are  to  be  made  shall 
■      •   b6  filled  in  one  operation ;  they  shall  be  first  shaken  to 
expel  air-bubbles,  the  paste  or  the  mortar  shall  then  be 
pressed  with  a  trowel,  but  not  rammed,  then  with  the  edge 
of  the  trowel,  the  excess  material  shall  be  scraped  off 
/  and  the  surface  of  the  test  piece  smoothed  off. 
The  briquettes,  after  having  been  kept  in  damp  air  and 


i66 


REINFORCED  CONCRETE  IN  EUROPE 


sheltered  from  draughts  and  the  direct  rays  of  the  sun, 
during  the  time  fixed  by  the  specification  adopted,  shall  be 
removed  from  the  moulds  and  immersed  in  fresh  or  sea 
water,  according  to  the  condition  of  the  specification;  in 
any  case,  the  water  shall  be  renewed  every  seven  days. 
In  case  of  dispute,  the  stiff  paste  of  neat  cement  shall  be 
that  designated  by  the  previous  clause,  and  the  plastic 
cement  mortar  shall  be  a  mortar  composed  of  Leucate 
shore  sand,  furnished  by  the  Administration,  and  gauged 
with  a  quantity  of  water  equal  to  I  kilogram  of  material  to 
#  70  grams  plus  Ye  P, — P  being  the  weight  of  water  neces- 
sary to  make  1  kilogram  of  cement  into  a  stiff  paste. 

GERMAN  GOVERNMENT,  FEBRUARY,  1902. 

In  order  to  ensure  the  necessary  uniformity  in  carrying  out 
the  tests,  it  is  advisable  to  employ  the  apparatus  and 
machines  used  at  the  Royal  Testing  Station  at  Charlotten- 
burg,  Berlin. 

To  arrive  at  consistent  results,  sand  of  the  same  size  of  grain 
and  of  the  same  kind  should  be  used  in  all  cases.  The 
normal  sand  is  obtained  by  washing  pure  quartz  sand  as 
clean  as  possible,  drying  it,  and  passing  it  through  a  sieve 
of  60  holes  per  sq.  cm.  (387  per  sq.  inch)  in  order  to 
separate  the  coarser  particles;  the  sand  thus  obtained  is 
again  passed  through  a  sieve  of  120  holes  per  sq.  cm. 
(775  per  sq.  inch),  to  free  it  from  the  finer  particles.  The 
thickness  of  the  wire  of  the  sieves  should  be  0.38  and  0.32 
mm.  (.014  and  .012  inches)  respectively. 

Since  all  quartz  sands  do  not  always  give  the  same  results 
when  similarly  treated,  it  should  be  ascertained  whether 
the  normal  sand  employed  will  give  results  consistent  with 
the  normal  sand  supplied  for  testing  purposes  under  the 
direction  of  the  Committee  of  the  German  Cement  Manu- 
facturers' Association,  and  which  is  also  used  by  the  Royal 
Testing  Station  of  Charlottenburg,  Berlin. 

As  in  testing  the  same  cement,  a  great  deal  depends  on 
consistent  results  being  obtained  at  different  places,  the 
subjoined  rules  should  be  strictly  adhered  to. 


APPENDIX   NO.  2 


167 


In  order  to  secure  accurate  results,  the  average  of  at  least 
ten  tests  should  be  made  at  each  date. 

The  mixing  of  the  mortar  of  one  part  by  weight  of  cement 
to  three  parts  by  weight  of  standard  sand,  shall  be  carried 
out  as  follows,  with  a  Steinbruck-Schmelzer  mortar  mix- 
ing machine.  500  grams  of  cement  and  1500  grams  of 
standard  sand  shall  be  mixed  together  dry  for  half  a  min- 
ute in  a  mortar  with  a  light  spoon.  The  amount  of  water 
previously  determined  is  then  to  be  added  to  the  dry  mix- 
ture. The  moist  mass  is  again  mixed  for  half  a  minute, 
then  eventually  turned  into  the  mortar  mixing  machine 
and  worked  for  20  revolutions. 

The  determination  of  the  water  is  affected  by  the  use  of  a 
cube  mould  in  the  following  manner: — The  dry  mortar  in 
the  above  specified  quantities,  is  mixed  in  the  mortar  mixer 
as  before  described,  with  160  grams  of  water  as  the  first 
experiment  (8  per  cm.),  and  when  necessary  200  grams 
(10  per  cm.)  as  the  second  experiment. 

860  grams  of  the  ready  mixed  mortar  are  filled  into  the 
cube  mould,  the  filling  box  of  which  is  provided  on  the 
under  edge  with  two  holes  as  shown  in  the  sketch,  and 
struck  150  blows  with  a  Bohme. hammer  apparatus  fitted 
with  a  Marten's  clamp. 

According  to  the  state  of  the  mortar  during  the  blows,  an 
opinion  can  be  formed  as  to  which  of  the  above  extreme 
limits  of  percentage  of  the  water  is  nearest  the  correct 
one,  whereupon  experiments  shall  be  undertaken  with  dif- 
ferent percentages  of  water. 

The  percentage  of  water  is  correct  when,  after  between 
90-110  blows,  the  liquid  cement  begins  to  flow  out  through 
both  of  the  holes. 

The  mean  of  three  test  blocks,  with  the  same  proportion  of 
water,  determines  the  correct  proportion,  and  this  propor- 
tion is  to  be  used  as  the  proportion  for  both  tensile  and 
crushing  test  pieces. 

The  extrusion  of  the  liquid  takes  longer  when  a  dry  filling 
box  is  used  than  when  it  has  been  once  used,  therefore, 
the  result  of  the  first  use  of  the  filling  box  is  incorrect. 


REINFORCED  CONCRETE  IN  EUROPE 


The  estimation  of  the  percentage  of  water  by  the  extrusion 
of  the  liquid  from  the  tensile  test  pieces  is  unreliable. 

The  preparation  of  test  pieces  from  normal  mortar,  for  ten- 
sile and  crushing  tests,  shall  be  carried  out  as  follows : — 

Of  the  mortar  mixed  as  previously  described,  180  grams 
shall  be  filled  into  the  standard  briquette  moulds,  and 
860  grams  into  the  standard  cube  moulds,  the  moulds 
placed  under  the  Bohme  hammer  apparatus,  fitted,  with 
the  Marten's  clamp,  and  subjected  to  150  blows  with  the 
hammer.  * 

The  mortar  produced  from  500  grams  of  cement  and  1500 
grams  of  standard  sand  is  sufficient  for  the  preparation  of 
two  briquettes  and  two  cubes. 

The  test  pieces,  with  their  moulds  resting  on  a  non-porous 
bed,  shall  be  covered  with  a  box  lined  with  damp  cloth ;  the 
briquettes  shall  be  removed  from  the  moulds  in  about  half 
an  hour  and  the  cubes  in  about  twenty  hours ;  twenty- 
four  hours  after  moulding,  the  test  pieces  shall  be  taken 
out  of  the  box,  and  placed  in  water  of  150  to  i8°C,  where 
they  shall  remain  until  due  for  testing,  and  shall  be  tested 
f    .   .  'immediately  on  being-taken  out  of  the  water. 

INTER.  ASSOC.  TEST.  MAT.  BRUSSELS,  1906. 

Standard  Paste.1 

(a)    The  standard  paste  used  for  testing  should  answer  the 
following  requirements: 
:    (b)    A  weight  of  0.40  kilo  of  cement  or  lime  is  placed  in 
the  shape  of  a  ring  on  a  non-absorbent  slab,  and  the  quan- 
tity of  water  necessary2),  to  satisfy  clause  (e)  below,  is 
-  poured  into  the  centre  without  stopping.    The  whole  is 
then  thoroughly  mixed  together  with  a  trowel  for  three 
.         minutes  (or  for  one  minute  if  the  cement  is  quick-setting), 
counting  from  the  moment  when  the  water  is  poured  on. 
!    (c)    A  conical  metal  vessel  with  a  flat  bottom,  8  cm.  in 
diameter  at  the  base,  9  cm.  at  the  top,  and  4  cm.  deep, 
is  immediately  filled  with  the  paste,  and  the  excess  is 

1  By  the  term  paste  is  understood  a  cement  or  lime  gauged  with  water,  no  sand  being 
present. 

2  This  quantity  should  be  ascertained  by  repeated  tests. 


APPENDIX   NO.  2 


struck  off  with  the  trowel,  pressure  on  the  paste  and  agi- 
tation being  avoided. 

(d)  In  the  centre  of  this  mass  and  normal  to  its  surface, 
a  parallel  needle  is  caused  to  descend  slowly  into  the  paste, 
until  at  comes  to  rest.  The  needle  should  weigh  300  grams, 
be  1  cm.  in  diameter  and  be  constructed  of  clean,  polished, 
and  dry  metal.  Its  end  should  be  cut  off  sharply  at  right 
angles  to  its  length.  The  apparatus  fe  known  as  a  con- 
sistence probe,  and  is  so  designed  as  to  show,  exactly  the 
thickness  of  the  paste  remaining  between  the  bottom  of 
the  vessel  and  the  lower  end  of  the  needle. 

(e)  The  thickness  of  the  paste  should  be  such  that,  at  the 
moment  at  which  the  needle  stops  sinking  in,  the  thickness 
between  the  bottom  of  the  vessel  and  the  end  of  the  needle 
is  5  to  6  mm. 

9.    NEAT  TEST.    (TENSILE  STRENGTH.) 

BRITISH  STANDARD,  JUNE,  1907. 

For  the  following  minimum  requirements,  the  average  ten- 
sile strength  of  six  briquettes,  of  the  standard  shape  re- 
commended, and  of  a  minimum  section  of  1  inch  square, 
shall  be  taken  as  the  accepted  tensile  strength  for  each 
period. 

7  days  (1  day  in  moist  air,  6  days  in  water  of  58°-64°F.) 
400  lbs. 

28  days  (1  day  in  moist  air,  27  days  in  water  of  58°-64°F.) 
500  lbs. 

The  increase  from  7  to  28  days  shall  not  be  less  than: — 
25%  when' the  7  day  test  falls  between  400-450  lbs. 
20%  when  the  7  day  test  falls  between  450-500  lbs. 
15%  when  the  7  day  test  falls  between  500-550  lbs. 
10%  when  the  7  day  test  falls  between  550-600  lbs. 
5%  when  the  7  day  test  is  600  lbs.  or  upwards. 
BERTRAM  BLOUNT,  JULY,  1908. 

He  considers  the  "Neat  Test"  an  unimportant  and,  there- 
fore, unnecessary  requirement,  in  a  specification  governing 
the  acceptance  of  Portland  Cement  for  reinforced  con- 
crete work. 


170 


REINFORCED  CONCRETE  IN  EUROPE 


CANADIAN  SOCIETY  OF  CIVIL  ENGINEERS,  MAY,  1903. 

For  the  following  minimum  requirements,  the  average  ten- 
sile strength  of  five  briquettes,  made  of  neat  cement  mixed 
with  about  20  per  cent,  of  water,  by  weight,  shall  be  taken. 

3  days  (1  day  in  moist  air,  2  days  in  water)  250  lbs. 
7  days  (1  day  in  moist  air,  6  days  in  water)  400  lbs. 
28  days  (1  day  in  moist  air,  27  days  in  water)  500  lbs. 
Any  cement  showing  a  decrease  in  tensile  strength,  on  or 

before  the  twenty-eight  day  shall  be  rejected. 

D.  G.  SOMERVILLE  &  CO.,  1907. 

Briquettes  of  neat  cement  mixed  with  22^  per  cent,  water, 
after  being  in  moulds  for  24  hours,  must  have  the  follow- 
ing maximum  tensile  strengths: 

2  days  after  gauging,  at  least  230  lbs.  per  square  inch. 

4  days  after  gauging,  at  least  350  lbs.  per  square  inch. 
7  days  after  gauging,  at  least  450  lbs.  per  square  inch. 
28  days  after  gauging,  at  least  570  lbs.  per  square  inch. 

FRENCH  GOVERNMENT,  JUNE,  1902. 

Briquettes  of  neat  cement,  immersed  in  sea-water  after  24 
hours  shall  withstand: — 

After  7  days  at  least  15  kilos  per  sq.  cm.  (213  lbs.  per  sq. 
inch). 

After  28  days  at  least  30  kilos  per  sq.  cm.  (427  lbs.  per  sq. 
inch). 

The  strength  developed  shall  also  increase  at  least  3  kilos 
per  sq.  cm.  (43  lbs.  per  sq.  inch),  from  7  to  28  days. 

Briquettes  of  neat  cement,  immersed  in  fresh  water  after 
24  hours  shall  withstand: — 

After  7  days  at  least  25  kilos  per  sq.  cm.  (356  lbs.  per  sq. 
inch). 

After  28  days  at  least  35  kilos,  per  sq.  cm.  (498  lbs.  per  sq. 
inch). 

The  strength  developed  shall  also  increase  at  least  3  kilos 
(43  lbs.  per  sq.  inch)  from  7  to  28  days. 

In  both  cases  the  Engineer  can  increase  the  above  required 
tests  of  neat  cement  after  7  days  and  after  28  days,  after 


APPENDIX   NO.  2 


171 


he  has  satisfied  himself  that  the  manufacturers  are  able 
to  supply  what  he  specifies. 
In  both  cases  six  briquettes  must  be  tested  and  the  tensile 
strength  shall  be  the  mean  of  the  four  best  results. 

GERMAN  GOVERNMENT,  FEBRUARY,  1902. 

The  tensile  test  at  28  days  serves  as  a  controlling  test  of 
cement  delivered.  If,  however,  a  decision  is  to  be  arrived 
at  after  7  days,  it  may  be  made  with  a  given  sample,  after 
the  ratio  of  tensile  strength  between  the  7  days  and  the  28. 
days  has  been  determined.  This  preliminary  test  mav 
also  be  carried  out  with  neat  cement,  after  having  ascer- 
tained the  relation  between  the  strength  of  the  neat  cement 
at  28  days  and  that  mixed  with  three  parts  of  sand. 

Briquettes  of  neat  cement  should  be  made  by  rubbing  the 
insides  of  the  moulds  with  a  little  oil,  placing  them  on  a 
metallic  or  glass  plate  (without  blotting  paper)  ;  then 
weigh  ofif  1000  grams  (35.3  oz.)  cement,  add  200  grams— 
200  cc.  (7.06  oz.)  water,  and  work  the  mass  for  five 
minutes  (this  is  best  done  with  a  pestle),  fill  the  moulds 
heaping  full,  and  proceed  as  in  making  hand  briquettes 
of  cement  and  sand.  The  moulds,  however,  must  not 
be  removed  till  the  cement  is  sufficiently  hardened.  As  in 
beating  in  neat  cement,  briquettes  are  required,  a  very 
fine  or  very  quick-setting  cement  will  require  a  corre- 
spondingly larger  quantity  of  water.  The  amount  of  water 
used  should  always  be  mentioned  in  giving  the  results  of 
such  tests. 

In  order  to  ensure  the  necessary  uniformity  in  carrying  out 
the  tests,  it  is  advisable  to  employ  the  apparatus  and  ma- 
chines used  at  the  Royal  Testing  Station  at  Charlotten- 
burg,  Berlin. 

RUSSIAN  MINISTERIAL  REGULATIONS,  1905. 

For  the  following  minimum  requirements,  the  average  of 
the  4  best  results,  out  of  6  briquettes  tested,  shall  be  the 
accepted  tensile  strength  for  each  period. 

After  7  days  (1  day  in  moist  air,  6  days  in  water),  20  kilo> 
per  cm.2  (284  lbs.  per  sq.  inch). 


172 


REINFORCED  CONCRETE)  IN  EUROPE 


After  28  days  (1  day  in  moist  air,  27  days  in  water),  25 
kilos  per  cm.2  (356  lbs.  per  sq.  inch). 

INTER.  ASSOC.  TEST.  MAT.  BRUSSELS,  1906. 

(a)  The  tensile  strength  tests  of  cements  should  be  carried 
out  on  the  standard  paste  (neat),  and  on  1:3  standard 
cement  mortar;  tests  of  hydraulic  limes  upon  1  13  ahd  1 15 
standard  mortars. 

(b)  The  test  pieces  for  the  tests  should  have  the  shape  of 
the  figure  8.  These  pieces  are  termed  standard  briquettes, 
they  have  a  croste  section  in  the  middle,  \  of  ■  5  sq.  cm. 
The  general  appearance  is  shown  by  the  accompanying 
sketch. 

(c)  The  1 :3  briquettes  should  be  prepared  with  the  aid  of 
a  machine  giving  the  same  number  of  blows,  and  exerting 
the  same  pressure  on  all  samples. 

(d)  The  iron  or  bronze  moulds  in  which  the  briquettes  of 
neat  cement  are  allowed  to  set,  should  be  placed  on  a 
table  of  marble  or  polished  metal.  Both  moulds  and  slab 
should  be  well  cleaned,  and  rubbed  over  with  a  greasy 
cloth. 

Enough  of  the  gauged  cement  is  placed  in  each  mould  with- 
out stopping  to  cause  it  to  overflow. 

Pressure  is  applied  with  the  fingers  so  as  to  ensure  that  no 
part  is  left  unfilled,  and  the  mould  is  struck  several  times 
with  the  trowel  on  each  side  in  order  to  let  the  materia! 
settle  well  in,  and  to  facilitate  the  escape  of  air  bubbles. 

When  the  cement  has  set  a  little,  it  is  scraped  off  nearly 
horizontal  to  the  edges  of  the  mould  with  a  straight  knife 
blade,  so  that  all  the  superfluous  material  is  removed  with- 
out putting  any  pressure  upon  it.  Finally  the  surface  is 
smoothed  off  by  means  of  a  knife  resting  on  the  edges  of 
the  mould. 

'(e)  Another  method  consists  in  making  a  mixture  of 
cement  with  a  small  quantity  of  water  till  the  whole  attains 
the  consistency  of  moist  earth;  this  is  pressed  into  the 
mould  with  a  spatula.  The  two  processes  give  different 
results. 

{f)    For  a  period  of  twenty-four  hours,  counted  from  the 


APPENDIX   NO.  2 


173 


commencement  of  gauging,  the  briquettes  are  kept  on 
their  supporting  slabs  in  an  atmosphere  saturated  with 
moisture,  in  a  place  protected  from  draughts  and  the 
direct  rays  of  the  sun;  and  at  a  temperature  of  between 
.    (15°  and  i8°C. 
,      The  briquettes  are  then  slid  on  to  glass  plates  covered  with 
bibulous  paper,  and  the  moulds  are  removed  from  them. 
.  Briquettes  made  with  standard  sand  are  removed  from 
their  moulds  about  half  an  hour  after  being  gauged.  Bri- 
quettes of  hydraulic  lime  mortars  should  remain  in  the 
moulds  for  2,  4,  or  7  days. 

(g)  At  the  expiration  of  the  above  mentioned  periods  of 
time,  the  briquettes  are  plunged  into  potable  water ;  but  the 
depth  of  liquid  in  the  vessel  should  not  exceed  1  m. 

The  water  must  be  renewed  each  week  and  kept  at  a  tem- 
perature of  i5°-i89C. 

(h)  The  breaking  apparatus  should  work  in  such  a  way 
that  the  increase  in  load  takes  place  regularly  and  equally 
at  the  rate  of  5  kg.  per  second. 

The  form  and  method  of  securing  the  test -pieces  in  position 
■ '  by  means  of  grappling  claws,  is  shown  in  the  previous 
**kv:!k  illustration.  ol  tv>y 

C'i )  Breaking  tests  ar6  carried  but  on  batches  of  10  bri- 
!<  ■  ^  quettes'  at  the  end  of  7- and- 28  days,  ete,  counting  from  the 
horn*   date  bf  gauging?.  -      •-{  ■  '  -  • 

The  average  of  the  figures  given  by  10  briquettes  is  to  be 
taken  as  the  result  of  the- test  ;  but  if  any  individual  fig- 
ures differ  from  the  mean  of  all  the  10  samples  by  more 
than  20  per  .  cent.,  those  figures  are  to  be  rejected  as  er- 
roneou»s. 

10.    SAND  TEST.    (TENSILE  STRENGTH.) 

BRITISH  STANDARD,  JUNE,  1907. 

For  the  following  minimum  requirements,  the  average  ten- 
sile strength  of  six  briquettes,  of  the  standard  shape  re- 
commended, and  of  a  minimum  section  of  1  inch  square, 
shall .  be  taken  as  the  accepted  tensile  strength  for  each 
period.  \ 


174 


REINFORCED  CONCRETE  IN  EUROPE 


The  briquette  shall  be  prepared  from  a  mixture  of  one  part 
of  cement  to  three  parts  of  weight  of  dry  standard  sand; 
the  proportion  of  water  used  shall  be  such  that  tlie  mixture 
is  thoroughly  wetted,  and  there  shall  be  no  superfluous 
water  when  the  briquettes  are  formed. 

7  days  (i  day  in  moist  air,  6  days  in  water,  58°-64°F.) 
150  lbs. 

28  days  (1  day  in  moist  air,  27  days  in  water,  58°-64°F.) 
250  lbs. 

The  increase  from  7  to  28  days  shall  not  be  less  than  20  per 
cent. 

BERTRAM  BLOUNT,  JULY,  1908. 

7  days  (1  day  in  moist  air,  6  days  in  water,  58°-64°F.) 
200  lbs. 

28  days  (1  day  in  moist  air,  27  days  in  water,  58°-64°F.) 
300  lbs. 

CANADIAN  SOCIETY  OF  CIVIL  ENGINEERS,  MAY,  1903. 

The  briquettes  are  to  be  formed  in  suitable  moulds.  The 
sand  and  cement  shall  be  thoroughly  mixed  dry,  in  the  pro- 
portion of  one  of  cement  to  three  of  sand,  and  then  about 
10  per  cent,  of  their  weight  of  water  shall  be  added. 

The  sand  for  standard  tests  shall  be  clean  quartz,  crushed 
so  that  it  passes  through  a  400  mesh  sieve  and  is  retained 
on  a  sieve  of  900  meshes  per  sq.  inch. 

7  days  (1  day  in  moist  air,   6  days  in  water)  125  lbs. 

29  days  (1  day  in  moist  air,  28  days  in  water)  200  lbs. 

Sand  and  cement  briquettes  shall  not  show  a  decrease  in 
tensile  strength  at  the  end  of  28  days,  or  subsequently. 

D.  G.  SOMERVILLE  &  CO.,  1907. 

Briquettes  of  cement  and  clean  sharp  sand,  in  proportions 
of  1  of  cement  to  3  of  sand  with  10  per  cent,  of  water  after 
48  hours,  must  have  the  following  maximum  tensile 
strengths : — 

7  days  after  gauging,  at  least  180  lbs.  per  sq.  inch. 
26  days  after  gauging,  at  least  260  lbs.  per  sq.  inch. 


APPENDIX   NO.  2 


175 


FRENCH  GOVERNMENT,  JUNE,  1902. 

Briquettes  made  of  1  part  of  cement  to  3  of  dry  sand,  by 
weight,  gauged  with  fresh  water  shall  show  the  following 
minimum  strength,  the  mean  of  the  best  four  out  of  six 
briquettes,  being  the  accepted  figure. 

The  sand  used  shall  be  composed  of  equal  parts  of  grains 
of  three  sizes,  separated  by  four  sieves  of  perforated  iron 
having  holes  of  y2y  1,  V/2  and  2  mm.  in  diameter. 

Briquettes  immersed  in  sea-water  after  24  hours  shall  with- 
stand : — 

After  7  days,  at  least  6  kilos  per  sq.  cm.  (85  lbs.  per  sq. 
inch) . 

After  28  days,  at  least  12  kilos  per  sq.  cm.  (171  lbs.  per  sq. 
inch). 

The  strength  developed  shall  also  increase  20  kilos,  per  sq. 

cm.  (28  lbs.  per  sq.  inch)  from  the  7th  to  the  28th  day. 
Briquettes  immersed  in  fresh  water,  after  24  hours  shall 

withstand : — 

After  7  days,  at  least  8  kilos  per  *sq.  cm.  (114  lbs.  per  sq. 

inch). 

After  28  days,  at  least  15  kilos  per  sq.  cm.  (213  lbs.  per  sq. 
inch). 

The  strength  developed  shall  also  increase  2  kilos  per  sq. 
cm.  (28  lbs.  per  sq.  inch)  from  the  7th  to  28th  day. 

In  both  cases  the  Engineer  can  increase  the  above  required 
tests  of  sand  and  cement  mortar  briquettes  after  7  and 
after  28  days,  after  he  has  satisfied  himself  that  the  manu- 
facturers are  able  to  supply  what  he  specifies. 

GERMAN  GOVERNMENT,  FEBRUARY,  1902. 

Slow-setting  cement,  when  tested  with  3  parts  by  weight  of 
standard  sand  to  1  part  of  cement,  must  attain  after  28 
days  (1  day  in  air  and  27  days  in  water)  a  tensile  strength 
of  at  least  16  kilograms  per  sq.  cm.  (227.5  lbs.  per  sq.  inch). 
With  quick-setting  cements,  the  tensile  strength  at  28  days 
is  generally  less  than  that  above  mentioned.  The  time 
of  set  should,  therefore,  be  stated  when  specifying  the 
tensile  strength  required. 


176 


REINFORCED  CONCRETE  IN  EUROPE 


All  test  pieces  must  be  tested  immediately  after  being  taken 
out  of  water.  iSince  the  speed  at  which  the  strain  is  ap- 
plied has  an  influence  on  the  result,  in  testing  for  tensile 
strength  the  increase  of  weight  shall  be  at  the  rate  of 
100  grams  (3.53  oz.)  per  second.  The  average  of  the  ten 
best  results  shall  be  taken  as  the  tensile  strength  developed. 
ASSOC.  OF  GERMAN  PORTLAND  CEMENT  MFGRS.,  FEBRUARY,  1908. 

Slow-setting  Portland  Cement  shall  show  at  least  160  kilos 
per  cm.2  (2275  lbs.  per  sq.  inch)  compressive  strength 
when  tested  with  3  parts  by  weight  of  standard  sand  to 
1  part  of  cement,  after  28  days  hardening  (1  day  in  air 
and  27  days  in  water).  The  tensile  strength  shall  be  at 
least  16  kilos  per  cm.2  (227.5  lbs.  Per  s(l-  inch). 

With  quick-setting  cement,  the  tensile  strength,  after  28 
days,  is  generally  less  than  that  above  mentioned.  The 
setting  time  should,  therefore,  be  stated  when  specifying 
the  tensile  strength  required. 

To  arrive  at  consistent  results,  sand  of  the  same  size  of  grain 
and  of  the  same  kind  should  be  used  in  all  cases.  This 
normal  sand  is  obtained  by  washing  pure  quartz  sand  as 
clean  as  possible,  drying  it,  and  passing  it  through  a  sieve 
,of  60  holes  per  sq.  cm.  (387  per  sq.  inch)  in  order  to 
separate  the  coarser  particles;  the  sand  thus  obtained  is 
again  passed  through  a  sieve  of  120  holes  per  sq.  cm.  (775 
per  sq.  inch),  to  free  it  from  the  finer  particles.  The 
thickness  of  the  wire  of  the  sieves  should  be  0.38  and 
0.32  mm.  (.015  and  .013  inch)  respectively. 

Since  all  quartz  sands  do  not  always  give  the  same  results 
when  similarly  treated,  it  should  be  ascertained  whether 
the  normal  sand  employed  will  give  results  consistent  with 
the  normal  sand  supplied  for  testing  purposes  under  the 
direction  of  the  Committee  of  the  German  Cement  Mfgrs. 
Association,  and  which  is  also  used  by  the  Royal  Testing 
Station  of  Charlottenburg,  Berlin. 
AUSTRIAN  ENG.  &  ARCH.  SOC,  1907. 

For  the  following  minimum  requirements  the  average  of 
the  4  best  results  out  of  6  briquettes  tested,  shall  be  the 
accepted  tensile  strength  for  each  period. 


APPENDIX   NO.  2 


177 


In  all  cases  the  briquettes  shall  be  prepared  of  a  mixture 

of  1  part  of  cement  and  3  of  standard  sand. 
Slow-  and  medium-setting  Cement: — 

After  7  days  (1  day  in  moist  air,  6  days  in  water),  12  kilos 

cm.2  (171  lbs.  per  sq.  inch). 
After  28  days  (1  day  in  moist  air,  27  days  in  water),  iS 

kilos  cm.2  (256  lbs.  per  sq.  inch). 

Quick-setting  Cement : — 

After  7  days  (1  day  in  moist  air,  6  days  in  water),  8  kilos 

per  cm.2  (114  lbs.  per  sq.  inch). 
After  28  days  (1  day  in  moist  air,  27  days  in  water),  18 

kilos  per  cm.2  (171  lbs.  per  sq.  inch.) 

SWISS  FEDERAL  TESTING  STATION  STANDARD,  1901. 

For  the  following  minimum  requirements  the  average  of 

the  4  best  results,  out  of  6  briquettes  tested,  shall  be  the 

accepted  tensile  strength  for  each  period. 
The  briquettes  shall  be  prepared  from  a  mixture  of  1  part 

of  cement  and  3  of  standard  sand. 
After  7  days  (1  day  in  moist  air,  6  days  in  warm  water), 

22  kilos  per  cm.2  (313  lbs.  per  sq.  inch). 
After  28  days  (1  day  in  moist  air,  27  days  in  cold  water), 

22  kilos  per  cm.2  (313  lbs.  per  sq.  inch). 

RUSSIAN  MINISTERIAL  REGULATIONS,  1905. 

For  the  following  minimum  requirements,  the  average  of  the 
4  best  results,  out  of  6  briquettes  tested,  shall  be.  the  ac- 
cepted tensile  strength  for  each  period. 
In  all  cases  the  briquettes  shall  be  prepared  of  a  mixture 

of  1  part  of  cement  and  4  of  standard  sand. 
After  7  days  (1  day  in  moist  air,  6  days  in  water),  7  kilos 
per  cm.2  (100  lbs.  per  sq.  inch).  ♦ 
After  28  days  (1  day  in  moist  air,  27  days  in  water),  10 
kilos  per  cm.2  (143  lbs.  per  sq.  inch). 

INTER.  ASSOC.  TEST.  MAT.  BRUSSELS,  1906. 

Standard  Sand, 

(a)    Standard  cement  mortars  should  be  made  with  stand- 
ard sand. 


i78 


REINFORCED  CONCRETE  IN  EUROPE 


It  has  been  ascertained  by  numerous  experiments  that  quartz 
sands  procured  from  different  localities  give  very  differ 
ent  results  when  used  in  tension  tests,  even  When  their 
particles  are  of  known  size,  and  even  if  their  particles  have 
almost  the  same  appearance  and  possess  practically  the 
same  composition. 

It  is  therefore  desirable  that  some  sand  should  fae  agreed 
upon  for  international  purposes,  and  that  it  should  be 
screened  with  sieves  constructed  of  perforated  metal  hav- 
ing holes  of  specified  diameter. 

Standard  Cement  and  Lime  Mortars. 

(a)  Standard  hydraulic  mortars  used  for  testing  purposes 
should  be  composed  as  follows :  (1)1:3  cement  and  hy- 
draulic lime,  250  g.  cement  or  lime  mortars,  750  g.  sand. 
(2)  1 15  hydraulic  lime  mortar  only,  167  g.  of  lime,  835 
g.  of  sand. 

The  mixtures  should  be  gauged  in  a  smooth  vessel  with  a 
spatula  having  a  rounded  end. 

It  is  desirable  that  experiments  should  be  carried  out  in 
order  to  ascertain  whether  standard  samples  of  cement 
mortar  cannot  be  produced,  suitable  for  submission  to 
bending  and  to  compression  tests ;  the  samples  being  either 
prepared  mechanically  with  a  consistency  equal  to  that  of 
natural  soil,  or  gauged  in  a  plastic  state,  and  finally 
moulded  into  prisms. 

11.    COMPRESSIVE  STRENGTH. 

J.  S.  E.  DE  VESIAN,  NOVEMBER,  1907. 

Test  blocks  of  4  inch  cube  are  required  to  stand  the  com- 
pressive strength  of  600  lbs.  per  square  inch  at  the  age 
of  28  days. 

GERMAN  GOVERNMENT,  FEBRUARY,  1902. 

The  crushing  strength  must  be  at  least  160  kilograms  per 
sq.  cm.  (2275  lbs.  per  sq.  inch).  The  standard  test  of 
strength  is  the  crushing  test  at  28  days,  it  being  impossi- 
ble to  accurately  determine  the  cementing  power,  when 
comparing  different  kinds  of  cement,  in  a  shorter  period 


APPENDIX   NO.  2 


of  time.  Thus,  for  instance,  the  strength  of  various  sam- 
ples of  cement  may  be  alike  after  28  days,  whereas  there 
may  be  a  material  difference  in  the  strength  of  the  samples 
after  only  7  days. 

In  testing  for  crushing  strain,  in  order  to  get  a  uniform 
result,  the  pressure  should  always  be  exerted  on  the  side 
surfaces  of  the  cube,  and  not  on  the  bottom  and  upper 
troweled  surface.  The  average  of  the  ten  best  results 
shall  be  taken  as  the  crushing  strength  of  the  sample. 

In  order  to  insure  the  necessary  uniformity  in  carrying  out 
the  tests,  it  is  advisable  to  employ  the  apparatus  and  ma- 
chines used  at  the  Royal  Testing  Station  at  Charlotten- 
burg,  Berlin. 

ASSOC.  OF  GERMAN  PORTLAND  CEMENT  MFGRS.,  FEBRUARY,  1908. 

The  compression  strength  must  be  at  least  200  kg.  per  <sq. 
cm.  (2,844  lbs.  per  sq.  inch)  by  testing  after  1  day  in 
moist  air,  6  days  in  water  and  21  days  in  air  of  a  tem- 
perature of  from  150  to  30°C.  (590  to  86° F.),  the  tensile 
strength  shall  be  at  least  20  kg.  per  sq.  cm.  (284  lbs.  per 
sq.  inch). 

Compression  tests  may  be  made  at  an  earlier  time  than  after 
1  day  in  moist  air  and  6  days,  in  water  when  compressive 
strength  shall  be  at  least  120  kg.  per  sq.  cm.  (1,760  lbs. 
per  sq.  inch). 

AUSTRIAN  ENG.  &  ARCH.  SOC,  1907. 

For  the  following  minimum  requirements,  the  average  of 
the  4  best  results,  out  of  6  briquettes  tested,  shall  be  the 
accepted  tensile  strength  for  each  period. 

In  all  cases  the  briquettes  shall  be  prepared  of  a  mixture 
of  1  part  of  cement  and  3  of  standard  sand. 

Slow-  and  medium-setting  cement,  after  28  days  (1  day  in 
moist  air  and  27  days  under  water)  shall  have  a  com- 
pressive strength  of  180  kilos  per  cm.2  (2560  lbs.  per 
sq.  inch). 

Quick-setting  cement,  after  28  days  (1  day  in  moist  air  and 
27  days  under  water)  shall  have  a  compressive  strength 
of  120  kilos  per  cm.2  (1707  lbs.  per  sq.  inch). 


l8o  REINFORCED  CONCRETE  IN  EUROPE 

SWISS  FEDERAL  TESTING  STATION  STANDARD,  1901. 

For  the  following  minimum  requirements,  the  average  of 
the  4  best  results  out  of  6  briquettes  tested,  shall  be  the 
accepted  tensile  strength  for  each  period. 

The  briquettes  shall  be  prepared  from  a  mixture  of  1  pare 
of  cement  and  3  of  standard  sand: — 

After  7  days,  (1  day  in  moist  air,  6  days  in  warm  water), 
220  kilos  cm.2  (3130  lbs.  per  sq.  inch). 

After  28  days,  (1  day  in  moist  air,  27  days  in  cold  zvater), 
220  kilos  cm.2  (3130  lbs.  per  sq.  inch). 
INTER.  ASSOC.  TEST.  MAT.  BRUSSELS,  1906. 

(a)  The  pressure  tests  are  carried  out  with  cube-shaped 
test  pieces,  each  surface  of  which  is  50  sq.  cm. 

(b)  The  test  pieces  should  be  made  by  machinery. 

■(c)    The  cubes  should  remain  for  at  least  24  hours  in  the 

moulds.    Five  cubes  should  be  crushed;  but  in  case  of 

disputes,  ten  must  be  tested, 
(d)    Compression  tests  are  to  be  carried  out  at  the  same 

period  of  time  after  gauging  as  the  tensile  tests  (Section 

7,  i),  and  should  be  performed  on  5  cubes. 

12.    BLOWING  TEST. 

CANADIAN  SOCIETY  OF  CIVIL  ENGINEERS,  MAY,  1903. 

Mortar  pats  of  neat  cement  thoroughly  worked,  shall  be 
troweled  upon  carefully  cleaned  5-inch  by  2V2-inch  ground- 
glass  plates.  The  pats  shall  be  about  ^2  inch  thick  in  the 
centre  and  worked  off  to  sharp  edges  at  the  four  sides. 
They  shall  be  covered  with  a  damp  cloth  and  allowed  to 
remain  in  the  air  until  set,  after  which  they  shall  be  placed 
in  vapor  in  a  tank  in  which  the  water  is  heated  to  a  tem- 
perature of  I30°F.  After  remaining  in  the  vapor  6  hours, 
including  the  time  of  setting  in  air,  they  shall  be  immersed 
in  the  hot  water  and  allowed  to  remain  there  for  18  hours. 
After  removal  from  the  water  the  sample  shall  not  be 
curled  up,  shall  not  have  fine  hair  cracks,  nor  large  ex- 
pansion cracks,  nor  shall  they  be  distorted.  If  separated 
from  the  glass,  the  sample  shall  break  with  a  sharp, 
crisp  ring. 


APPENDIX   NO.  2 


181 


13.  COOLNESS. 

D.  G.  SOMERVILLE  &  CO.,  1907. 

Cement  should  on  no  account  be  used  when  fresh^  and  should 
be  spread  out  on  delivery  in  thin  layers  and  turned  over 
at  least  once  a  week.  It  should  then  be  subjected  to  the 
following  test: — After  mixing  for  3  to  4  minutes  with 
22  per  cent,  of  water  there  must  not  be  more  than  6°F. 
rise  in  temperature  in  one  hour. 
It  is  certainly  more  costly  to  air-slake  the  cement,  but  you 
thereby  obtain  almost  complete  immunity  from  after 
expansion  in  the  work. 


APPENDIX  NO.  3. 


LISTS  AND  DESCRIPTION  OF  FOREIGN  GOVERNMENT  AND 
PRIVATE  TESTING  STATIONS,  CONGRESSES,  TECH- 
NICAL INSTITUTIONS,  ASSOCIATIONS,  AND  COMMIT- 
TEES, WHO  HAVE  ENDORSED  REINFORCED  CONCRETE 
AS  A  MATERIAL  OF  CONSTRUCTION  OR  WHO  HAVE 
ADOPTED  RESOLUTIONS,  SPECIFICATIONS,  OR  RULES 
RELATING  THERETO. 
Note: — All  references  are  here  omitted  to  the  Text  of  the  adopted  Specifi- 
cations for  Cement,  Concrete,  and  the  Metal  used  and  the  Rules  for  Rein- 
forced Concrete  Construction,  because  four  subjects  are  discussed  elsewhere 
and  separately  in  this  Report. 

INTERNATIONAL. 
List. 

CONGRES  INTERNATIONAL  DES  METHODES  D'ESSAI  DES  MATER- 

IAUX  DE  CONSTRUCTION.    PARIS,  1900. 
INTERNATIONAL  ASSOCIATION  FOR  TESTING  MATERIALS. 

Methods  for  the  Testing  of  Hydraulic  Cements  recommend- 
ed by  the  IVth  Congress  held  at  Brussels,  September 
3-6,  1906. 

INTERNATIONAL  COMMISSION  ON  CEMENT. 

Appointed  by  the  International  Association  for  Testing 
Materials. 

INTERNATIONAL  COMMISSION  ON  REINFORCED  CONCRETE. 

Appointed  by  the  International  Association  for  Testing 
Materials.  Prof.  F.  Schiile,  Chairman,  Federal  Polytech- 
nic, Zurich,  Switzerland. 

INTERNATIONAL  RAILWAY  CONGRESS  OF  1905. 

INTERNATIONAL  CONGRESSES  OF  ARCHITECTS  OF  1906  and  1908. 

INTERNATIONAL  FIRE  SERVICE  CONGRESS  OF  1906. 

INTERNATIONAL. 
Description. 

CONGRES  INTERNATIONAL  DES  METHODES  D'ESSAI  DES  MATER- 
IAUX  DE  CONSTRUCTION.    PARIS,  1900. 

The  work  accomplished  at  the  Sessions  of  this  Congress, 


APPENDIX  NO.  3 


183 


which  were  held  during  the  Paris  Exposition  of  1900,  has 
been  published  in  three  volumes  as  follows:  the  subjects  of 
Reinforced  Concrete,  Concrete  and  Cement  occupied  consider- 
able time  during  the  sessions. 

TOME  I. — Etudes  generates. 

I.  — ■  Etudes  »sur  la  constitution  moleculaire  des  corps  et 
leurs  lois  de  deformation  sous  Tapplication  des  efforts. 

II.  —  Historique  des  methodes  d'essai.  Laboratoires  et 
appareils  d'essai. 

TOME  II.— Premiere  part ie  (metaux). 

I.  —  Essais  mecaniques. 

II.  — Etudes  des  essais  de  divers  metaux  et  de  certaines 
pieces  assemblies. 

TOME  III. — Deuxieme  partie  (materiaux  autres  queles  metaux). 

Liste  des  membres  du  Congres.  Proces-verbaux  des  se- 
ances. 

INTERNATIONAL  ASSOCIATION  FOR  TESTING  MATERIALS. 

Methods  for  the  Testing  of  Hydraulic  Cements  recommend- 
ed by  the  IVth  Congress  held  at  Brussels,  September 
3-6,  1906. 

At  the  IVth  Congress  of  this  Association,  held  at  Brussels 
on  September  3-6,  1906,  Methods  for  testing  Hydraulic  Ce- 
ments, proposed  by  the  sub-committee  were  accepted  in  prin- 
ciple by  the  main  Committee  and  examined  and  sanctioned  by 
the  Congress  itself. 

The  features  of  these  recommended  Methods  are  quoted  in 
this  Report  under  Cement  Specifications. 

INTERNATIONAL  COMMISSION  ON  HYDRAULIC  CEMENTS- 
APPOINTED  BY  THE  INTERNATIONAL  ASSOCIATION 
FOR  TESTING  MATERIALS. 

At  the  5th  Congress  of  the  International  Association  for  Test- 
ing Materials  to  be  held  at  Copenhagen,  Denmark,  in  Septem- 
ber, 1909,  the  following  so  called  "Principal  Questions"  in  re- 
ference to  Hydraulic  cements  will  take  precedence  in  the  dis- 
cussions. 
7 


REINFORCED  CONCRETE  IN  EUROPE 


HYDRAULIC  CEMENTS. 

(g)  Reinforced  Concrete. 

(h)  Progress  in  the  Methods  of  Testing  (Cements). 

(i)  Cement  in  Sea  Water. 

(j)  Constancy  of  Volume  (of  Cements), 
(k)  Tests  (of  Cement)  by  means  of  prisms  and  standard 
sand. 

(1)  Weathering  Resistance  of  Building  Stones. 
In  addition,  the  following  "Technical  Problems"  relating  to 
Cement,  have  been  placed  in  the  hands  of  Committees  or  Re- 
ferees, with  a  request  from  the  Council  for  Reports  at  the  5th 
Congress. 

PROBLEM  NO.  9. 

On  rapid  methods  for  determining  the  strength  of  hydraulic 
cements.    (Proposed  at  the  Zurich  Congress,  1895.) 

PROBLEM  NO.  10. 

To  digest  and  evaluate  the  resolutions  of  the  conferences  of 
1 884- 1 893,  concerning  the  adhesive  qualities  of  hydraulic  ce- 
ments.   (Proposed  at  the  Zurich  Congress,  1895.) 

PROBLEM  NO.  11. 

To  establish  methods  for  testing  puzzolanas  with  the  object 
of  determining  their  value  for  mortars.  (Proposed  at  the  Zurich 
Congress,  1895.) 

PROBLEM  NO.  12. 

Investigation  on  the  behavior  of  cements  as  to  time  of  setting, 
and  on  the  best  method  for  determining  the  beginning  and  the  du- 
ration of  the  process  of  setting.  (Proposed  at  the  Zurich 
Congress,  1895,  enlarged  in  conformity  with  the  resolution  of 
the  Budapest  Congress,  1901.) 

PROBLEM  NO.  30. 

Determination  of  the  simplest  method  for  the  separation  of 
the  finest  particles  in  Portland  cement  by  liquid  and  air  pro- 
cess.   (Proposed  at  the  Budapest  Congress,  1901.) 

PROBLEM  NO.  31. 

On  the  behavior  of  cements  in  sea-water.  (Proposed  at  the 
Budapest  Congress.) 


APPENDIX  NO.  3 


185 


PROBLEM  NO.  32. 

On  accelerated  tests  of  the  constancy  of  volume  of  cements. 
(Decision  of  the  Zurich  Congress,  1895.) 

PROBLEM  NO.  33. 

On  the  influence  of  the  proportion  of  water  and  sand  on 
the  strength  of  Roman  and  other  cements.  (Proposed  at  the 
Budapest  Congress,  190 1.) 

PROBLEM  NO.  42. 

Uniform  tests  of  hydraulic  cements  by  prisms,  and  determi- 
nation of  a  standard  sand.      (Proposed  at  the  Brussels  Con 
gress,  1906.) 

INTERNATIONAL  COMMISSION  ON  REINFORCED  CONCRETE 
APPOINTED  BY  THE  INTERNATIONAL  ASSOCIATION 
FOR  TESTING  MATERIALS. 

At  the  XVIth  Meeting  of  the  Council  of  the  International 
Association  for  Testing  Materials,  held  in  Munich,  February 
nth  and  12th,  1907,  an  "International  Commission  of  Inquiry 
on  Reinforced  Concrete"  was  appointed. 

The  Chairman  of  this  Commission,  Prof.  F.  Schiile,  of  the 
Federal  Polytechnic  at  Zurich,  Switzerland,  at  a  meeting  in 
October,  1908,  explained  that  the  object  of  the  Commission  is 
to  assemble  and  summarize  the  world's  experience  on  Rein- 
forced Concrete,  and  at  least  a  Report  of  Progress  will  be  made 
at  the  next  (the  fifth)  Congress  of  the  Association  to  be  held 
in  Copenhagen,  Denmark,  in  September,  1909. 

The  Problem,  assigned  to  this  Commission,  and  known  as 
"Problem  No.  41"  was  proposed  at  the  Brussels  Congress  of 
1906  and  the  Programme  of  work  announces  the  four  follow- 
ing subjects: 

A.  Summary  of  Tests  completed  in  different  countries. 

B.  Summary  of  the  Facts  definitely  established  by  these 
tests. 

C.  Summary  of  the  Chief  Causes  of  difference  of  opinion 
on  questions  relating  to  reinforced  concrete. 

D.  Set  of  Standards  for  future  tests. 


REINFORCED  CONCRETE  IN  EUROPE 


At  the  Meeting  in  Bale  in  November,  1908,  the  following  mem- 
orandum was  presented  by  the  Chairman,  Prof.  Schiile : — 

"The  Application  of  reinforced  concrete  to  all  kinds  of  work  in  con- 
nection with  engineering  and  architecture  has  caused  quite  a  number 
of  technical  questions  to  be  raised — some  of  them  of  a  very  complex 
character — as  to  the  safety  and  life  of  structures  of  this  material. 

In  its  early  days,  reinforced  concrete — comprising  materials  of  such 
an  utterly  different  character  as  iron  and  concrete — cannot  be  said  to 
have  been  very  favorably  received  by  those  who  occupied  themselves 
with  the  scientific  aspects  of  building  construction,  and  thus  at  the  Inter- 
national Congress  on  the  Testing  of  Materials,  held  at  Budapest  in  1901, 
reinforced  concrete  was  but  very  casually  mentioned  in  a  short  note  by 
Monsieur  Considere.  Since  that  time,  however,  numerous  buildings  in 
reinforced  concrete  have  been  erected,  and  much  experience  has  been 
gained  in  the  different  countries,  and  the  scientific  aspects  of  reinforced 
concrete  have  become  matters  of  moment  to  all  concerned. 

It  was  in  France  that  the  initiative  was  taken  of  investigating  rein- 
forced concrete  systematically.  A  French  Commission  of  Inquiry  was 
formed  by  a  Ministerial  Order  of  December,  1900,  which  undertook  a 
series  of  experiments,  and  this  investigation  resulted  in  the  Report  of 
October  20,  1906,  which  contained  instructions  regarding  the  use  of 
reinforced  concrete  pending  fuither  experience  being  gained.  (See  "Con- 
crete," Vol.  L,  Nos.  5  and  6.) 

Other  countries  also  realized  the  importance  of  having  some  rules  or 
recommendations  upon  which  to  base  the  calculation  and  execution  of 
works  in  reinforced  concrete,  and  the  following  method  was  generally 
adopted  by  the  different  nations  concerned — namely:  (1)  Provisional 
Rules  were  set  up  by  the  most  competent  and  experienced  public  officials 
or  professional  men  conversant  with  the  work;  (2)  National  Commis- 
sions were  created  to  pursue  the  studies  and  elucidate  technical  points. 
The  expenses  incurred  by  these  technical  commissions  are  either  borne 
by  the  State  or  by  funds  subscribed  by  the  industries  concerned,  or  by 
both. 

In  Germany  and  in  the  United  States  the  research  work  is  being  car- 
ried out  on  a  vast  scale,  and  large  sums  of  money  are  expended  on  it. 
In  fact,  a  majority  of  the  testing  laboratories  all  over  the  world,  but 
especially  in  the  United  States  and  Germany,  have  occupied  themselves 
for  some  years  so  actively  with  experiments  in  reinforced  concrete,  that 
one  can  say  with  truth  that  at  no  period  has  there  been  such  a  number 
of  engineers  working  to  progress  a  branch  of  civil  engineering  as  is  the 
case  at  present  with  reinforced  concrete. 

The  International  Congress  of  Testing  Materials,  held  at  Brussels 
in  1907,  recognized  the  great  international  importance  of  reinforced 
concrete,  and  thus  arose  the  constitution  of  the  International  Commission 
on  Reinforced  Concrete,  the  study  of  reinforced  concrete  on  international 
lines. 


APPENDIX  NO.  3 


l87 


Monsieur  Considere,  who,  prior  to  his  retiring  from  the  official  posi- 
tion he  held  in  France,  occupied  the  chair  in  this  Commission,  issued 
a  memorandum  to  the  members  in  which  he  proposed  a  number  of 
questions  to  be  dealt  with,  embracing  all  points  relating  to  the  consti- 
tution of  reinforced  concrete  as  distinct  from  its  application.  He  pro- 
posed as  a  preliminary  the  preparation  and  consideration  of : — 

A.  A  summary  of  tests  completed  in  different  countries. 

B.  A  summary  of  the  facts  definitely  established  by  these  tests. 

C.  A  summary  of  the  chief  causes  of  difference  of  opinion  on 
questions  relating  to  reinforced  concrete. 

D.  A  set  of  standards  for  future  tests. 

There  can  be  no  doubt  that  this  programme,  if  put  into  execution, 
would  make  a  considerable  difference  in  the  science  of  reinforced  con- 
crete ;  but,  as  I  mentioned  in  my  memorandum  when  appointed  to  the 
chair,  upon  Monsieur  Considered  resignation,  the  research  work  at 
present  in  train  is  not  sufficiently  advanced  to  permit  of  data  being 
collated  in  time  for  the  next  International  Congress  on  Testing  Materials, 
to  be  held  at  Copenhagen  next  year,  and  we  must  limit  our  work  to 
some  preliminary  matters  for  the  present  until  we  meet  again  at  Cop- 
enhagen next  year." 

INTERNATIONAL  RAILWAY  CONGRESS  OF  1905. 

At  the  seventh  session  of  the  Railway  Congress,  under  Sub 
ject  IV  "On  the  Question  of  Concrete  and  Embedded  Metal," 
a  Report  was  presented  by  W.  Ast  covering  all  Countries  ex- 
cept Russia  and  America.    J.  F.  Wallace  submitted  a  Report 
on  the  experience  in  America. 

These  two  Reports  will  be  found  in  Vol.  XIX  for  1905,  of 
the  English  Edition  of  the  Bulletin  of  this  Congress,  pages 
363-450  and  pages  45 1  -45  5  respectively. 

INTERNATIONAL  CONGRESSES  OF  ARCHITECTS,  1906  AND 
1908. 

At  the  SEVENTH  International  Congress  of  Architects,  held 
in  London  in  July,  1906,  the  following  nine  papers  were  pre- 
sented dealing  with  Reinforced  Concrete: 

<i)    REINFORCED  CONCRETE. 

"Communication  from  the  Joint  Reinforced  Concrete  Com- 
mittee." 

(2)    E.  P.  GOODRICH,  Mem.  Amer.  Soc.  C.  E. 

"Reinforced  Concrete  and  its  Relation  to  Fire  Protection  " 


REINFORCED  CONCRETE  IN  EUROPE 


(3)  PROF.  LOUIS  CLOGUET,  Central  Society  of  Architecture  of  Belgium. 

"The  Employment  of  Reinforced  Concrete  in  Architecture." 

(4)  GASTON  TRELAT,  Paris. 

"Constructions  in  Steel  and  in  Reinforced  Concrete." 

(5)  HENRY  ADAMS,  M.  Inst.  C.  E. 
"Berro-Concrete  Construction. " 

(6)  A.  von  WIELEMANS,  Vienna. 

"Reinforced  Concrete  Construction  in  Monumental  Archi- 
tecture." 

(7)  A.  AUGUSTIN  REY,  Paris. 

"Construction  in  Steel  and  in  Reinforced  Concrete." 

(8)  PETER  B.  WIGHT,  Chicago. 

"The  use  of  Burned  Clay  Products  in  the  Fire-Proofing 
of  Buildings  in  the  United  States  of  America. " 

(9)  JOAQUIN  BASSEGODA,  Barcelona. 

"Constructions  in  Steel  and  in  Reinforced  Concrete." 

After  the  discussion  of  these  Papers,  the  following  RESOLU- 
TIONS were  adopted: 

"That  this  Congress  considers  it  desirable  that  an  inquiry  should  be 
made  as  to  what  failures  have  taken  place  in  reinforced  concrete  build- 
ings, and  as  to  the  causes  of  the  failures." 

"That  this  Congress  is  of  the  opinion  that,  where  reinforced  concrete 
is  intended  to  be  fire-resisting,  the  greatest  possible  care  should  be  taken 
as  to  the  nature  of  the  aggregate  and  its  size,  and  also  as  to  the  protec- 
tion of  the  steel." 

At  the  EIGHTH  CONGRESS  held  at  Vienna  in  May,  1908, 
a  number  of  papers  on  Reinforced  Concrete  were  read,  chief 
among  which  was  one  by  Prof.  F.  von  Emberger,  entitled  "A 
Review  of  the  Present  Position  of  Reinforced  Concrete  Gen- 
erally" and  another  by  Launer  of  the  Prussian  Ministry  of  Pub- 
lic Works,  Berlin,  entitled  "Accidents  on  Reinforced  Concrete 
Work  and  Proposals  for  their  Prevention/' 

The  following  Resolutions  were  adopted  by  the  Congress. 

"That  public  and  municipal  authorities  should  publish  official  im- 
partial reports  on  building  accidents,  so  that  the  true  facts  of  such  acci- 
dents, classified  as  far  as  possible  according  to  the  nature  of  the  ma- 
terial, should  be  at  the  disposal  of  those  technically  interested." 


APPENDIX   NO.  3 


Besides  the  papers  [here  were  many  informal  discussions  and 
personal  interchange  of  opinion  and  experience  in  reference  to 
reinforced  concrete,  which  showed  an  enthusiasm  as  to  its  prac- 
ticability and  economy. 

INTERNATIONAL  FIRE   SERVICE   CONGRESS,    HELD  AT 
MILAN  IN  1906. 

The  subject  of  the  Fire  Resistance  of  Reinforced  Concrete 
was  discussed  by  the  International  Fire  Service  Congress  held 
at  Milan  in  1906. 

The  following  RESOLUTIONS  were  adopted  on  the  sub- 
ject of  necessary  safeguards  to  be  observed  in  the  use  of  Re- 
inforced Concrete  in  buildings  intended  to  be  fire-resisting. 

The  resolutions  have  carried  considerable  weight  as  the  Con- 
gress consisted  of  over  500  representatives  of  men  interested 
in  the  protection  of  life  and  property  from  fire.  There  were 
representatives  present  from  nearly  every  country,  including 
the  fire  chiefs  from  the  capital  cities  of  France,  Germany,  Aus- 
tria, and  Italy.   The  text  of  the  RESOLUTIONS  is  as  follows- 

"That  the  Congress  considers  that  no  reinforced  concrete  construction 
should  be  permissible  in  buildings  intended  to  be  fire-resisting,  unless 
the  aggregate  be  most  carefully  selected  and  applied  in  such  a  nnnner 
as  to  give  substantial  protection  to  all  metal  parts." 

"That  it  is  advisable  where  reinforced  concrete  is  intended  to  be  fire- 
resisting,  that  every  portion  of  the  metal  rods  or  bars  contained  therein 
be  covered  by  not  less  than  2  in.  of  concrete,  the  aggregate  of  which 
must  be  able  to  pass  through  a  sieve  having  a  mesh  of  no  more  than 
1  in.  diameter,  and  that  Portland  cement  of  great  fineness  only  be  used." 

"That  where  feasible  all  external  angles  should  be  rounded." 

"That  any  angle  iron  needed  for  mechanical  protection  should  be  held 
in  position  independently  of  the  concrete." 

GREAT  BRITAIN. 

List  of  Committees,  Associations,  Etc. 

JOINT  COMMITTEE  ON  REINFORCED  CONCRETE. 

Formed  under  the  auspices  of  the  Royal  Institute  of  Brit- 
ish Architects. 
9  Conduit  St.,  London,  W. 


190 


REINFORCED  CONCRETE  IN  EUROPE 


SPECIAL  COMMISSION  ON  CONCRETE  AGGREGATES. 

Formed  by  the  Executive  Board  of  the  British  Fire  Pre- 
vention Committee. 

THE  CONCRETE  INSTITUTE  OF  GREAT  BRITAIN. 

I  Waterloo  Place,  London,  S.  W. 

INSTITUTION  OF  CIVIL  ENGINEERS. 

Committee  on  Reinforced  Concrete  appointed  by  the  Coun- 
cil in  January,  1909. 

BRITISH  GOVERNMENT  DEPARTMENTS  OFFICIAL  ENDORSEMENT 
OF  REINFORCED  CONCRETE. 

THE  BRITISH  FIRE  PREVENTION  COMMITTEE'S  TESTS  ON  REIN- 
FORCED CONCRETE  CONSTRUCTION. 

1  Waterloo  Place,  London,  S.  W. 
FIRE  OFFICES  COMMITTEE  OF  LONDON. 

Rules  of  1905. 

"LOCAL  GOVERNMENT  BOARDS."  RULES  AT  PRESENT  MILITATE 
AGAINST  THE  USE  OF  REINFORCED  CONCRETE  FOR  THE 
CONSTRUCTION  OF  BUILDINGS  IN  GREAT  BRITAIN. 

MOST  BRITISH  MUNICIPAL  BUILDING  LAWS  AT  PRESENT 
MILITATE  AGAINST  THE  USE  OF  REINFORCED  CONCRETE. 

BRITISH  ENGINEERING  STANDARDS   COMMITTEE   ON  CEMENT* 

SPECIFICATIONS. 
28  Victoria  St.,  London,  S.  W. 
BRITISH  ENGINEERING  STANDARDS  COMMITTEE  ON  STRUCTURAL 

STEEL. 

28  Victoria  St.,  London,  S.  W. 

LIST  OF  TESTING  LABORATORIES. 

CEMENT  USER'S  TESTING  ASSOCIATION. 

2  Victoria  St.,  Westminster,  London,  S.  W. 
BERTRAM  BLOUNT  F.  I.  C. 

76-78    York  St.,    Westminster,    London,  S.  W. 
KIRKALDY  TESTING  AND  EXPERIMENTING  WORKS. 

99    Southwark  Street,    London,     S.  E. 


APPENDIX   NO.  3 


I9I 


HENRY  FAIJA  &  CO. 

Portland  Cement  Testing  Works  and  Chemical  Laboratories, 
41    Old  Queen  St.,    Westminster,    London,    S.  W. 

BURSTALL  &  MONKHOUSE. 

14    Old  Queen  St.,    Westminster,    London,    S.  W. 
ASSOCIATION  OF  PORTLAND  CEMENT  MFGRS.,  LTD. 

Chemical  and  Mechanical  Laboratory  at  their  Works. 
Office  at  Park  House,  Gravesend. 

G.  AND  T.  EARLE,  LTD. 

Wilmington  Hull. 
WM>  CUBITT  &  CO. 

Gray's  Inn  Road. 
HARRY  STANGER. 

2    Broadway,    Westminster,    London,  S.  W. 

Notk  : — There  is  no  Official  Laboratory  in  Great  Britain  devoted  to  the 
testing  of  or  experimenting  with  Reinforced  Concrete,  Concrete  or  Cement 
nor  even  of  any  one  Laboratory  which  enjoys  Official  support. 

GREAT  BRITAIN, 


Description  of  Committees,  Associations,  Etc. 

JOINT  COMMITTEE  ON  REINFORCED  CONCRETE  FORMED  UNDER 
THE  AUSPICES  OF  THE  ROYAL  INSTITUTE  OF  BRITISH 
ARCHITECTS. 

Early  in  1906,  the  Royal  Institute  of  British  Architects  of  9 
Conduit  St.,  Hanover  Square,  London,  W.,  invited  the  co-oper- 
ation of  other  English  bodies  in  the  formation  of  a  Committee 
"to  consider  and  report  on  reinforced  concrete  and  to  draw  up 
regulations  embodying  the  essential  requirements  for  perma- 
nence and  stability/'  This  was  the  first  independent  inquiry  on 
reinforced  concrete  inaugurated  in  Great  Britain. 

On  the  Committee  finally  appointed,  were  representatives, 
besides  the  Royal  Institute  of  British  Architects,  of  His  Majesty's 
Admiralty,  the  War  Office,  the  Institute  of  Builders,  the  Dis- 
trict Surveyor's  Association,  and  the  Association  of  Municipal 
and  County  Engineers. 


192 


REINFORCED  CONCRETE  IN  EUROPE 


After  many  meetings  and  discussions,  the  Committee  drew 
up  a  unanimous  Report  setting  forth  the  conditions  under  which 
reinforced  concrete  should  be  used,  and  they  found  that  under 
these  conditions  the  work  would  be  trustworthy,  and  that  decay 
of  the  metal  is  not  to  be  feared. 

The  Report  was  adopted  at  a  General  Meeting  of  the  Royal 
Institute  of  British  Architects,  held  on  May  27,  1907. 

The  Report  is  regarded  as  provisional,  and  although  it  does 
not  carry  the  official  power  to  insist  on  the  adoption  of  its  recom- 
mendations, in  British  reinforced  concrete  construction,  such  as 
is  the  case  with  the  Official  Rules  of  Germany,  France,  and 
some  other  Continental  Countries,  it  still,  however,  has  exerted 
a  strong  favorable  influence  towards  reinforced  concrete  in  prom- 
inent British  circles. 

The  chief  features  of  the  Report  are  quoted  in  the  Discus- 
sion of  the  Specifications  for  Reinforced  Concrete. 

While  the  deliberations  of  the  Committee  were  not  made 
public,  the  following  quotations  embodying  the  views  of  the 
Council  of  their  Science  Standing  Committee,  and  embodied  in 
a  letter  dated  Dec.  9,  1907,  from  the  Secretary,  W.  J.  Locke, 
to  the  first  Commissioners  of  His  Majesty's  Office  of  Works, 
show  that  the  Royal  Institute  of  British  Architects  now  strong- 
ly endorses  Reinforced  Concrete  Construction. 

"The  Development  of  this  type  of  construction  from  simple  uses  for 
parts  of  buildings  to  its  employment  to-day  for  complete  structures  of 
all  sorts,  road  and  railway  bridges,  sewers,  water  mains,  reservoirs, 
jetties,  piles,  dock  walls,  coast  protection,  warehouses,  and  other  build- 
ings etc.,  by  Governments,  municipalities,  railway  and  dock  companies, 
and  private  owners,  has  been  slowly  built  up  step  by  step  by  practice 
and  experience  aided  in  later  years  by  scientific  research,  which  research 
in  foreign  countries  has  been  largely  undertaken  by  the  initiative  and 
at  the  expense  of  the  State." 

"It  is  sometimes  thought  that  the  metal  may  perish,  but  all  experience 
shows  that  concrete  is  the  best  preservative  for  iron  and  steel  known  to 
us.  A  bar  of  iron  or  steel  slightly  rusty  embedded  in  properly  made 
concrete  may  be  taken  out  after  some  months  or  after  hundreds  of 
years,  brighter  than  when  it  was  put  in.  Perhaps  I  may  quote  an  in- 
stance— the  experience  of  Mr.  Somers  Clarke,  late  Surveyor  to  St.  Paul's 
Cathedral,  who  being  anxious  as  to  the  condition  of  the  great  chain 
tie  which  binds  the  dome  at  its  base,  caused  an  opening  to  be  made  in 
the  concrete  in  which  it  has  been  embedded  for  over  two  hundred  years, 


APPENDIX    NO.  3 


193 


and  found  the  iron  bright  and  perfect,  notwithstanding  the  fears  which 
had  naturally  been  felt  because  of  the  percolation  of  water  from  the 
gallery  over  it.  This  is  but  one  of  many  examples,  showing  not  only 
that  metal  reinforcements  and  concrete  have  been  used  by  architects  for 
many  years  back,  but  that  their  confidence  in  the  durability  of  concrete 
and  metal  in  combination  is  justified. 

"The  many  instances  of  the  anchor  chains  of  suspension  bridges  be- 
ing embedded  in  concrete  as  a  provision  against  their  deterioration  through 
the  action  of  moisture,  may  also  be  cited  as  showing  the  reliance  placed 
on  concrete  by  engineers  for  the  protection  of  steel  from  corrosion. 

"There  appears  to  us  to  be  no  more  reason  to  doubt  the  durability  of 
reinforced  concrete  in  the  walls,  columns,  floors,  and  roofs  of  buildings, 
and  basement  walls  in  damp  situations,  than  in  retaining  walls,  piled 
jetties,  bridges,  and  other  engineering  structures. 

"There  is  also  every  reason  to  believe  that  it  is  as  durable  as  brick- 
work or  masonry  for  tanks,  reservoirs,  and  similar  structures,  resisting 
the  pressure  of  water  under  moderate  heads,  even  if  there  be  a  slight 
sweating  of  water  through  the  concrete,  providing  the  metal  is  care- 
fully embedded  and  thoroughly  surrounded  with  a  concrete  of  a  moder- 
ately wet  consistency,  and  especially  if  the  embedded  metal  has  been 
washed  over  with  a  cement  grout  before  being  placed  in  it. 

"A  still  more  severe  test  is  afforded  by  works  in  sea  water  or  works 
in  tidal  waters,  and  by  bridges,  the  piers  and  abutments  of  which  are 
exposed  to  abrasion  by  running  waters.  Constructions  such  as  these  are 
more  in  the  province  of  the  engineer,  but  their  behavior  and  the  opinions 
practically  shown  by  engineers  in  ever  increasing  the  use  of  reinforced 
concrete  are  evidences  of  which  we  take  account. 

"The  accidents  and  failures  which  have  occurred  in  reinforced  concrete 
works  have  not  arisen  from  a  want  of  durability,  but  have  almost  in- 
variably taken  place  when  the  centres  are  struck,  as,  contrary  to  ex- 
perience in  other  materials,  the  strength  of  concrete  increases  with  age. 
Improper  materials  and  imperfect  design  which  produce  failure  after 
completion  would  equally  produce  failures  in  other  materials. 

"My  council  is  of  the  opinion  that  works  in  reinforced  concrete  which 
comply  with  the  requirements  laid  down  in  the  report  of  the  Committee 
appointed  by  this  Institute  are  at  least  as  durable  as  brick  or  stone 
buildings." 

BRITISH  SPECIAL  COMMISSION  ON  CONCRETE  AGGRE 
GATES. 

Formed  by  the  Executive  Board  of  the  British  Fire  Preven- 
tion Committee. 
Late  in  1906,  the  Executive  Board  of  the  British  Fire  Pre* 
vention  Committee,  (of  No.  1  Waterloo  Place,  Pall  Mall,  Lon- 


194 


REINFORCED  CONCRETE  IN  EUROPE 


don,  S.  W.)  formed,  from  among  its  leading  members  and  the 
representatives  of  the  public  bodies  who  are  subscribers  to  the 
Committee,  a  "Special  Commission  on  Concrete  Aggregates. " 

The  object  of  this  Commission  is  to  investigate  the  subject 
of  Concrete  Aggregates,  both  as  regards  their  resistance  to  fire, 
and  their  capability  to  withstand  stresses,  and  also  to  elaborate 
specifications  which  will  enable  architects  and  engineers  to  ob- 
tain what  they  want  to  carry  out  their  designs,  with  more  uni- 
formity than  at  present.  They  will  not  include  the  cement  to 
be  used,  as  the  standardization  of  cement  specifications  vs  in 
charge  of  the  "Engineering  Standards  Committee." 

The  Commission's  work  has  been  divided  into  two  sections, 
in  charge  of  two  sub-Committees,  one  dealing  with  Specifications, 
and  the  other  with  research  Work  and  Tests. 

An  abstract  of  the  "Interim  Report"  of  this  Commission,  pre- 
sented in  December,  1908,  is  as  follows: — 
SPECIFICATION  OF  MATERIALS  FOR  AGGREGATES. 

"The  divergency  of  views  as  to  the  correct  description  of  the  actual 
materials  in  use  as  aggregates  has,  however,  led  the  Commission  to  the 
decision  of  publishing  at  this  stage,  with  this  Interim  Report  the  Sched- 
ule A  attached,  comprising  a  series  of  Specifications  for  Artificial  and 
Natural  Materials  for  Aggregates  frequently  used  in  this  Country  for 
Concrete." 

"The   Specifications   issued  are  for  the   following — namely: — 

Artificial  materials  for  aggregates.  Natural  materials  for  aggregates. 

(1)  .    Coke  breeze.  (7).    Volcanic  Rocks. 

(2)  .    Clinker.  (a.)    Basalts,  traps,  dense,  lavas 

(3)  .    Blast  furnace  slag.  etc. 

(4)  .    Broken  brick.  (b).    Lavas    and    rocks  of 

(5)  .  (a).    Gault  clay  burnt.  similar  character. 

(b).    Ordinary   burnt    clay  (c).    Pumice,  etc. 

ballast.  (8).    Crushed  granite, 

(c).    Broken  terra-cotta: —  (9).    Sandstones,  limestones, 

(1)  .    Porous.  quartzites,  and  rocks  of  a 

(2)  .    Dense.  similar  character. 

(6)  .    Natural  ballast  (gravel). 

"The  Specifications  may  be  deemed  complete  with  the  exception  of 
(a)  the  percentage  of  sulphur  allowable  in  certain  of  the  artificial  ag- 
gregates, (b)  the  weight  limits  for  certain  volcanic  rocks,  and  (2)  the 
porosity  of  certain  clay  products,  which  points  can  alone  be  decided 
after  considerable  further  inquiry  and  test." 

"The  tests  necessary  prior  to  framing  recommendations  should  be  with 


APPENDIX   NO.  3 


195 


concretes  in  which  aggregates  complying  with  the  Specifications  as  now 
drafted  alone  will  be  used." 

"The  Specifications  as  they  stand,  even  without  any  recommendations, 
should  be  found  useful,  and  may  lead  to  standardization  in  the  description 
of  aggregates." 

"As  to  size  to  which  aggregates  should  be  used  to  fulfill  different  pur- 
poses, etc.,  these  are  also  matters  for  which  further  research  is  still  nec- 
essary prior  to  the  recommendations  being  framed." 

The  following  comprises  the  Schedule  to  the  Report: — 

ARTIFICIAL  MATERIALS  FOR  AGGREGATES. 

1.  Coke  Breeze. — Coke  breeze  for  use  as  a  concrete  ag- 
gregate shall  be  entirely  coke  taken  from  the  gas  retort,  coke 
oven,  or  special  furnace.  It  shall  be  absolutely  free  from  clink- 
er, coal  and  all  substances  that  will  not  float  in  water,  and  from 
any  admixture  of  material  taken  from  the  retort  furnace  or 
water-pan  below  it,  and  from  cinder,  ash,  or  other  admixture. 
The  proportion  of  sulphur  in  coke  breeze  shall  not  be  more 
than    per  cent. 

Note: — It  was  decided  that  the  determination  of  the  allowable  amount 
of  sulphur  should  be  the  subject  of  future  consideration. 

2.  Clinker. — Clinker  for  use  as  a  concrete  aggregate  shall 
be  the  thoroughly  burnt  and  hard  waste  product  of  furnaces,  free 
from  dust,  shale,  or  free  lime,  and  not  having  more  than  .... 
per  cent,  of  sulphur. 

Note  : — Pan  breeze  is  included  in  this  definition. 

NoTE:-^In  this  case,  as  in  that  of  coke  breeze,  it  was  decided  that  the 
determination  of  the  allowable  amount  of  sulphur  should  be  the  subject  of 
further  consideration. 

3.  Blast  Furnace  Slag. — Blast  furnace  slag  for  use  as  a 
concrete  aggregate  to  be  obtained  and  selected  from  pig  iron 
smelting  furnaces  (to  the  exclusion  of  basic  slag),  to  be  of 
porous  quality,  to  be  washed  to  remove  dust  and  sulphur,  to 

be  without  free  lime,  and  not  to  contain  more  than  

per  cent,  of  sulphur. 

Note  : — In  this  case  also,  it  was  decided  that  the  allowable  amount  of 
sulphur  should  be  the  subject  of  further  consideration. 

4.  Broken  Brick. — Broken  brick  for  use  as  a  concrete  ag- 
gregate shall  be  from  well-burnt  and  perfectly  sound  and  hard 


196 


REINFORCED  CONCRETE  IN  EUROPE 


clay  bricks,  such  as  London  stock  bricks,  or  bricks  of  equal 
quality,  and  shall  be  of  the  size  specified  and  be  free  from  old 
mortar,  and  from  dust  or  particles  that  will  pass  through  a 
sieve  of  ]/%  in.  mesh. 

5.  (a)  Gault  Clay  Burnt. — Burnt  gault  clay  for  use  as  a 
concrete  aggregate  shall  be  free  from  free  lime  and  sulphur  and 
from  unburnt  particles,  and  shall  be  thoroughly  hard,  so  that 
pieces  soaked  in  water  for  hours  shall  not  disintegrate. 

Note  : — It  was  decided  that  the  Tests  Sub-Committee  should  be  asked 
to  determine  the  length  of  time  to  be  inserted  in  the  clause. 

5.  (b)  Ordinary  Burnt  Clay  Ballast^ — Ordinary  burnt  clay 

ballast  for  use  as  a  concrete  aggregate  shall  be  free  from  free 

lime  and  sulphur  and  from  unburnt  particles,  and  shall  be 

thoroughly  hard,  so  that  pieces  soaked  in  water  for  ....  hours 

shall  not  disintegrate. 

Note: — It  was  decided  that  the  Tests  Sub-Committee  should  be  asked 
determine  the  length  of  time  to  be  inserted  in  the  clause. 

5.  (c)  Broken  Terra-Cotta. —  (1)  Porous:  Broken,  por- 
ous terra-cotta  for  use  as  a  concrete  aggregate  shall  be  (a) 
from  clean  and  well-burnt  earthenware,  unglazed,  which  has 
been  mixed  before  firing  with  some  combustible  material  such 
as  sawdust,  so  that  after  firing  it  is  of  a  porous  or  cellular 
texture,  or  (b)  from  clean  and  well-burnt  unglazed  earthen- 
ware which  is  capable  of  absorbing  at  least    per  cent. 

of  its  own  weight  of  water.  (2)  Dense:  Broken,  dense  terra- 
cotta for  use  as  a  concrete  aggregate  shall  be  from  clean  and 
well-burnt  earthen  or  stone  ware,  unglazed,  and  shall  be  incapa- 
ble of  absorbing  more  than   per  cent,  of  its  own  weight 

of  water. 

Note  : — It  was  decided  that  the  Tests  Sub-Committee  should  be  asked 
to  determine  the  percentages  to  be  inserted  in  these  clauses. 

NATURAL  MATERIALS  FOR  AGGREGATES. 

6.  Natural  Ballast  (Gravel). — Natural  ballast  for  use  as  a 
concrete  aggregate  shall  be  gravel  from  river  beds,  sea  coasts  or 
glacial  deposits,  washed,  if  necessary,  to  remove  dirt,  loam, 
earthy  or  saline  matter,  clay,  and  other  foreign  substances. 


APPENDIX    NO.  3 


197 


7.  Volcanic  Rocks. — All  rock  of  volcanic  origin  for  use  as 
a  concrete  aggregate  shall  be  entirely  free  from  decomposed 
parts  and  must  show  no  signs  of  expansion,  disintegration,  or 
dissolution  after  having  been  immersed  in  water  for  72  hours. 

Rocks  of  this  nature  may  be  divided  into  the  following  classes : 

(a)  Basalts,  traps,  dense  lavas,  etc.,  weighing  not  less  than 

 lbs.  per  cubic  foot.    These  shall  be  dense,  thoroughly 

vitrified,  not  scoriaceous,  show  a  clean  fracture  when  broken, 
be  homogeneous  and  free  from  marked  cellular  structure. 

(b)  Lavas  and  rocks  of  similar  character  weighing  not  less 

than   lbs.  per  cubic  foot.    These  shall  be  hard  and  free 

from  all  soft  or  organic  matter,  but  they  will  not  be  so  hard, 
and  will  be  more  cellular  than  those  of  section  (a). 

(c)  Pumice  weighing  not  more  than    lbs.  per  cubic 

foot.  It  shall  be  hard,  free  from  all  organic  matter,  soft  dust 
or  impurity,  and  show  a  bright  silky  structure  when  broken. 

Note: — It  was  decided  that  the  Tests  Sub-Committee  should  be  asked 
to  determine  the  weights  to  be  inserted  in  these  clauses. 

8.  Granite. — Granite  for  use  as  a  concrete  aggregate  shall 

be  obtained  from    (here  insert  name  of  quarry),  and 

shall  be  reduced  to  the  specified  dimensions  by  crushing  or 
breaking,  and  shall  be  close,  hard,  and  of  even  texture;  free 
from  large  crystals  of  feldspar,  dirt,  argillaceous  or  organic 
materials,  all  decomposed  particles,  and  from  dust  that  will  pass 
through  a  1/16  inch  mesh. 

9.  Sandstones,  Limestones,  Quartzites  and  Rocks  of  Similar 
Character. — Rocks  of  these  characters  for  use  as  concrete  ag- 
gregates shall  be  dense,  uniform,  and  homogeneous  in  structure 
and  composition.  They  shall  have  small  even  grains  and  crys- 
talline texture.*  Fractures  shall  be  clean  and  free  from  large 
flaws.  The  weight  of  the  material  shall  not  be  less  than  130 
lbs.  per  cubic  foot,  nor  its  crushing  strength  less  than  200  tons 
per  square  foot,  and  it  shall  not  absorb  more  water  than  8  per 
cent,  of  its  weight  after  immersion  for  24  hours.  The  aggregate 
after  preparation  shall  be  free  from  all  dirt,  decomposed  rock, 
argillaceous  and  organic  material. 

*  This  is  not  intended  to  exclude  Oolites  otherwise  suitable. 


198 


REINFORCED  CONCRETE  IN  EUROPE 


THE  CONCRETE  INSTITUTE. 

As  an  evidence  of  the  recent  rapid  advance  in  the  introduc- 
tion of  Reinforced  Concrete  in  Great  Britain,  the  following 
quotation  is  made  from  the  Constitution  of  "The  Concrete  Insti- 
tute" formed  early  in  1908,  by  parties  interested  either  pro- 
fessionally or  industrially  in  Concrete  or  Reinforced  Concrete. 

The  objects  of  the  Institute  are: — 

(a)  To  advance  the  knowledge  of  concrete  and  reinforced 
concrete,  and  direct  attention  to  the  uses  to  which  these 
materials  can  be  best  applied. 

(b)  To  afford  the  means  of  communication  between  per- 
sons engaged  in  the  designing,  supervision,  and  execution 
of  works  in  which  concrete  and  reinforced  concrete  are 
employed  (excluding  all  questions  connected  with  wages 
and  trade  regulation). 

(c)  .  To  arrange  periodical  meetings  for  the  purpose  of  dis- 
cussing practical  and  scientific  subjects  bearing  upon  the 
application  of  concrete  and  reinforced  concrete,  and  to 
conduct  such  investigations  and  to  issue  such  publications 
as  may  be  deemed  desirable. 

The  Institute  consists  of  Members  who  have  one  or  the  ether 
of  the  following  qualifications : — 

(a)  Persons  professionally  or  practically  engaged  in  the 
application  of  concrete  or  reinforced  concrete  and  the 
production  of  their  constituents. 

(b)  Persons  of  scientific,  technical  or  literary  attainments 
specially  connected  with  the  application  of  concrete,  re- 
inforced concrete  and  their  constituents. 

There  is  also  a  roll  of  "Special  Subscribers,"  comprising  Pub- 
lic Authorities,  Corporations,  Public  Companies  and  Firms, 
"etc.,  desirous  of  assisting  in  the  work  of  the  Institute. 

The  Council  of  the  Institute  comprises  a  President,  four  Vice- 
Presidents,  a  Chairman  of  the  Executive,  a  General  Secretary, 
a  Treasurer  and  twenty  Members  of  Council.  A  proportion  of 
the  Council  retires  annually  and  the  vacancies  are  filled  by  postal 
.ballot. 

Arrangements  for  meetings,  the  selection  and  publication  of 


APPENDIX   NO.  3 


papers,  and  all  technical  matters,  investigations,  tests,  questions 
of  management,  etc.,  are  in  the  hands  of  the  Council. 

Papers  dealing  with  the  subjects  engaging  the  attention  of 
the  Institute  will  be  published  under  its  auspices,  and  Members, 
"Honorary  Members/'  and  "Special  Subscribers"  are  entitled  to 
copies  of  these  publications. 

Arrangements  will  eventually  be  made  for  a  reading  room  in 
connection  with  the  offices,  and  a  reference  library  will  be  formed 
there. 

The  first  100  Members  and  the  first  25  "Special  Subscribers" 
will  be  known  as  the  Founders  of  the  Institute. 

The  membership  in  February,  1909,  had  exceeded  500. 

Up  to  March,  1909,  three  meetings  of  the  Concrete  Institute 
have  been  held  at  which  important  papers  have  been  read  and 
discussed. 

INSTITUTION  OF  CIVIL  ENGINEERS. 

The  Appointment,  in  January,  1909,  of  a  Committee  on  Re- 
inforced Concrete  by  the  Council  of  the  Institution  of  Civil 
Engineers,  is  a  somewhat  delayed,  but  nevertheless,  an  import- 
ant evidence  of  the  recognition  in  Great  Britain  of  the  import- 
ance of  Reinforced  Concrete  Construction. 

The  Personnel  of  this  Committee  is  not  yet  completed  (March, 
1909,)  and  hence  no  recommendations  have  yet  been  made  by 
the  Committee. 

BRITISH  GOVERNMENT  DEPARTMENTS'  OFFICIAL 
ENDORSEMENT  OF  REINFORCED  CONCRETE. 

Several  of  the  Departments  of  the  British  Government  have, 
in  preference,  adopted  Reinforced  Concrete  Construction  and 
have  furthermore  officially  admitted  its  economy  and  value. 

Parties  in  Great  Britain  interested  in  Reinforced  Concrete, 
both  professionally  and  industrially,  look  upon  as  a  great  endorse- 
ment the  fact  that  early  in  1907,  it  was  decided  to  execute  the 
extension  of  the  General  Post  Office  in  London,  in  Reinforced 
Concrete. 

During  1907,  the  representatives  of  three  of  the  Government 
Departments  have,  in  response  to  official  inquiries,  announced 
to  the  House  of  Commons,  that  they  are  satisfied  with  the  results 


200 


REINFORCED  CONCRETE  IN  EUROPE 


of  the  employment  of  Reinforced  Concrete  in  the  works  under 
their  direction,  both  as  regards  economy  and  efficiency. 

His  Majesty's  Office  of  Works  has  officially  admitted  that  the 
saving,  by  the  use  of  Reinforced  Concrete  is  20  per  cent. 

Both  the  War  Office  and  the  Admiralty,  have  adopted  Rein- 
forced Concrete,  in  preference,  in  many  important  constructions, 
and  they  furthermore  consented  to  act  through  representatives,  on 
the  important  British  Committees  having  the  standardization  of 
Specifications  relating  to  Reinforced  Concrete  under  considera- 
tion. 

THE  BRITISH  FIRE  PREVENTION  COMMITTEE'S  TESTS 
ON  REINFORCED  CONCRETE  CONSTRUCTION. 

This  Committee  was  founded  in  1897  and  incorporated  in 
1899. 

Its  independent  investigations  have  done  more  to  establish 
standards  of  fire  resistance,  than  that  of  similar  bodies  in  other 
countries.  In  fact  its  Standards  of  Fire  Resistance  were  adopted 
as  "Universal  Standards"  by  the  International  Fire  Prevention 
Congress,  London,  1903. 

All  its  tests  are  carried  out  entirely  independent  of  any  financial 
interest,  and  its  conclusions  are  received  with  confidence.  The 
members  of  its  Committee  serve  gratuitously ;  the  expenses  of  the 
Committee  are  born  by  Subscribing  members  and  by  a  scale  of 
fees  charged  for  the  different  kinds  of  tests. 

The  purpose  of  the  tests  undertaken  by  the  Committee  is  to 
obtain  reliable  data,  as  to  the  exact  fire  resistance  of  the  various 
materials  and  systems  of  construction  used  in  building  practice, 
and  to  give  precise  particulars  regarding  fire  alarm,  fire  pre- 
ventive or  fire  extinguishing  Appliances, 

The  publications  of  the  Committee  to  April,  1908,  include 
eleven  Fire  Tests  on  Reinforced  Concrete  Foors  and  Partitions. 
A  list  of  these,  with  prices,  follows  together  with  the  "Red 
Books"  giving  the  Standards  of  Fire  Resistance  and  the  Testing 
Arrangements,  including  many  interesting  illustrations  of  the 
Committee's  Testing  Station. 


APPENDIX   NO.  3 


20 1 


THE  BRITISH  FIRE  PREVENTION  COMMITTEE'S 
PUBLICATIONS  RELATING  TO: 

(a)  Methods  and  Standards  for  Fire  Tests. 

(b)  .    Fire  or  Load  Tests  on  Reinforced  Concrete  Construction. 

The  reference  Numbers  and  Prices  are  quoted  from  a  list  of  their  "Red 
Books"  issued  in  April,  1908,  from  the  office  of  the  Committee,  No.  1, 


Waterloo  Place,  Pall  Mall,  London,  S.  W.,  England. 

Price 

GENERAL. 

65.  The  Testing  Arrangements  of  the  British 

Fire  Prevention  Committee,  London,  1902..  2/6 
REPORTS. 

82.  The  Standards  of  Fire  Resistance  of  the 
British  Fire  Prevention  Committee,  London, 

1904   2/6 

JOURNAL. 

3.  The  Official  Fire  Tests  of  the  British  Fire 
Prevention  Committee  as  conducted  at  the 
Committee's  Testing  Station,  London,  1905  5/— 

FIRE  TESTS  ON  REINFORCED  CONCRETE  FLOORS. 

14.  A  Floor  by  the  Expanded  Metal  Co.,  Ltd., 

London    1/— 

78.  A  Floor  of  Concrete  Beams,  reinforced  with 

iron  rods,  by  Messrs.  Visintini  &  Weingartner, 

Head  Office,  Dohlinger  Hauptstr.  33,  Vienna  2/6 
106.  A  Floor  of  Reinforced  Concrete,  by  E. 

Coignet,  Paris  and  London   2/6 

109.    A  Floor  by  the  New  Expanded  Metal  Co., 

Ltd.,  London   2/6 

112.  A  Floor  of  Reinforced  Concrete,  by  Messrs. 

E.  Coignet,  Paris  and  London   2/6 

114.  A  Floor  of  Reinforced  Concrete,  by  the 

Patent  Indented  Steel  Bar  Co.,  Ltd.,  London  2/6 

118.  A  Floor  of  Reinforced  Brick  &  Concrete, 
on  the  "Eggert  Girderless  System"  by  Messrs. 

C.  Simeons  &  Co.,  Ltd.,  London   2/6 

119.  A  Floor  of  Reinforced  Concrete,  on  the 


202 


REINFORCED  CONCRETE  IN  EUROPE 


Price 

"Herbst  Armocrete  Tubular  System"  by  W. 
Herbst   (Berlin), — The    Armoured  Tubular 

Flooring  Co.,  Ltd.,  London    2/6 

LOAD  TESTS  ON  REINFORCED  CONCRETE  FLOORS. 

125.  Three  Floor  Slabs  of  Reinforced  Concrete 
on  the  "Herbst  Armocrete  Tubular  System" 
by   W.    Herbst    (Berlin), — The  Armoured 

Tubular  Flooring  Co.,  Ltd.,  London   2/6 

PARTITIONS. 

53.  A  Partition  known  as  the  "Cunnah-Wright 
Partition"  by  the  Fireproof  Partition  Syndi- 
cate, Ltd.,  London — (now  out  of  business)  .  .  2/6 

92.    A  Partition  erected  by  the  Adamant  Co., 

Ltd.,  London  &  Birmingham   2/6 


Total  £   1. 1 6/0 

FIRE  OFFICES  COMMITTEE  OF  LONDON.    RULES  OF  1905. 

The  following  quotation  from  their  Rules  of  1905,  refers  to- 
Reinforced  Concrete : 

"Concrete  may  be  composed  of  sand  and  gravel  that  will  pass  through 
a  24  m*  mesn»  or  °f  the  other  materials  mentioned  in  the  Rule,  but  in 
any  case  the  cement  used  must  be  Portland  (equal  to.  the  British  Stand- 
ard Specification  of  December,  1904),*  in  the  proportion  of  6  cwt.  of 
cement  to  each  cubic  yard  of  concrete. 

All  structural  metal  work  must  be  embedded  in  solid  concrete  so  that 
no  part  of  any  rod  or  bar  shall  be  nearer  the  face  of  the  concrete  than 
double  its  diameter,  such  thickness  of  concrete  must  be  in  no  case  less 
than  1  in.,  but  need  not  be  more  than  2  in." 

«  LOCAL  GOVERNMENT  BOARD  »  RULES  AT  PRESENT  MIL- 
ITATE AGAINST  THE  USE  OF  REINFORCED  CON- 
CRETE FOR  THE  CONSTRUCTION  OF 
BUILDINGS  IN  GREAT  BRITAIN. 

This  branch  of  the  British  Government  Bureaus,  controls 
the  rate  of  interest,  at  which  money  shall  be  advanced,  for  the 
construction  of  Buildings. 

The  present  rulings,  retard  the  adoption  of  reinforced  concrete: 

*  Since  superceded  by  Specification  of  1907. 


APPENDIX   NO.  3 


in  Great  Britain,  because  they  base  their  rates  on  the  arbitrary 
assumption  that  the  life  of  reinforced  concrete  is  only  50  per  cent, 
of  that  of  ordinary  building  materials,  that  is,  they  allow  a  loan, 
period  of  30  years  on  timber  roof  trusses  and  timber  floors  in 
one  building,  and  only  15  years  on  a  building  with  reinforced 
roof  trusses  or  floors. 

Numerous  protests  have  been  made  during  the  past  three 
years,  and  the  continuance  of  the  Board's  attitude  has  created 
finally  marked  dissatisfaction  from  local  authorities  and  their 
technical  officials,  such  as  County,  District,  City,  Borough  and 
Parish  Councils,  who,  as  they  are  dependent  upon  the  funds 
raised  by  rates,  are  restricted  by  regulations  which  are  supposed 
to  safeguard  the  public  interests. 

It  is  explained  that  the  Local  Government  Board  particularly 
fear  accident  during  construction,  and  prominent  interests  have 
suggested  as  a  possible  compromise,  that  the  Board  grant  the 
loan  on  the  15  year  basis,  and  settle  upon  the  additional  loan 
period  after  the  completion  of  the  structure. 

It  is  stated  that  such  has  been  the  demand  for  the  adoption  of 
reinforced  concrete  on  the  part  of  Councils,  who  are  desirous 
to  carry  out  their  works  with  due  regard  to  economy,  that,  in 
spite  of  the  restrictions  above  referred  to,  many  buildings  and 
works  have  recently  been  constructed  in  Great  Britain  out  of 
reinforced  concrete,  out  of  the  revenue,  or  even  under  the  dis- 
advantageous loan  conditions  above  cited,  and  it  is  stated  that 
the  tendency  to  use  reinforced  concrete  would  certainly  be  in- 
creased if  these  Councils  had  a  free  hand. 

As  an  example  of  the  best  recent  independent  protest  against 
the  present  adverse  rulings  of  the  Local  Government  Board  of 
Great  Britain,  the  following  is  submitted: — 

The  Royal  Institute  of  British  Architects,  in  a  letter  to  the 
first  Commissioner  of  Works,  dated  Dec.  9,  1907,  writes  through 
their  Secretary : 

"Though  innumerable  buildings  in  England  have  parts,  such  as  floors, 
roofs,  and  lintels,  in  reinforced  concrete,  comparatively  few  have  been 
executed  entirely  in  it,  one  reason  being  the  difficulty  of  securing  a 
good  artistic  result,  and  another  reason  that  our  building  by-laws,  which 
fix  the  thicknesses  of  walls  in  nearly  all  cities,  towns,  and  urban  dis- 
tricts, prescribe  certain  minimum  thicknesses  for  concrete  walls,  and  no 


204 


REINFORCED  CONCRETE  IN  EUROPE 


reduction  is  allowed  even  if  strengthened  by  steel  reinforcements.  Ac- 
cordingly, there  is  no  advantage  gained  by  the  use  of  reinforced  con- 
crete for  walls,  except  in  the  case  of  railway  and  dock  companies  and 
Government  departments  not  under  control  of  local  authorities.  Such 
bodies  have  built  and  are  building  largely  in  reinforced  concrete.,, 

"My  Council  would  call  attention  to  this  strange  anomaly  of  public 
authorities,  which  employ  an  economical  method  of  construction,  and  yet 
practically  debar  the  private  citizen  from  also  using  it  under  powers 
which  are  conferred  for  the  protection  of  the  public  interest." 

"My  council  are  of  the  opinion  that  works  in  reinforced  concrete  which 
comply  with  the  requirements  laid  down  in  the  Report  of  the  Committee, 
appointed  by  this  Institute,  are  at  least  as  durable  as  brick  or  stone  build- 
ings. They  think  that  any  rearrangement  of  the  rates,  as  suggested  in 
the  proposal  of  the  Local  Government  Board,  which  would  limit  the 
period  of  loans  for  reinforced  concrete  work  to  less  than  the  period  for 
brickwork  would  be  a  mistake,  resulting  in  this  country  being  largely 
debarred  from  the  advantages  of  modern  and  more  economic  methods 
of  construction  employed,  not  only  by  foreign  countries,  but  by  bodies 
not  requiring  the  consent  of  the  Board  or  free  from  the  control  of 
building  by-laws." 

This  was  in  response  to  a  letter  addressed  to  the  Royal 
Institute  on  July  31,  1907,  announcing  that  His  Majesty's  Office 
of  Works  had  been  informed  that  in  the  opinion  of  the  "Local 
Government  Board/'  buildings  constructed  in  "ferro-concrete" 
are  likely  to  prove  less  durable  than  those  of  bricks  and  mortar, 
and  that  that  Board  was  rearranging  accordingly  the  rates  at 
which  money  is  to  be  advanced  for  the  erection  of  the  "ferro- 
concrete" buildings. 

Another  protest  was  addressed  in  July,  1908,  to  the  President 
of  the  Local  Government  Board  by  the  Association  of  Municipal 
and  County  Engineers. 

Owing  to  some  question  of  bias  among  the  personnel  of  the 
Local  Government  Board,  this  dignified  protest  was  of  no  avail, 
so  that  the  unjust  discrimination  against  the  loan  period  for 
reinforced  Concrete  Buildings  in  England  still  exists.  A  recent 
reference  to  this  Subject  states : — 

"Plainly  stated  the  position  still  is  that  a  timber  roof  can  be  accorded 
a  thirty  years'  loan  period  but  a  reinforced  concrete  roof  only  a  period 
of  fifteen  years.  Groins  of  red  deal  are  similarly  accorded  double  the 
loan  period  allowed  to  reinforced  concrete  groins.  Further  a  local  author- 
ity putting  up  the  simplest  reinforced  concrete  structure  costing  £1,000  is 
practically  told  by  the  Government  that  it  must  not  expect  it  to  last 
longer  than  fifteen  years,  whilst  hundreds  of  thousands  of  pounds  are 


APPENDIX    NO.  3 


205 


being  spent  in  reinforced  concrete  construction  by  the  self-same  Govern- 
ment where  works  of  permanent  value  are  intended." 

MOST  BRITISH  MUNICIPAL  BUILDING  LAWS  AT  PRESENT 
MILITATE  AGAINST  THE  USE  OF  REIN- 
FORCED CONCRETE. 

In  addition  to  the  restriction  placed  upon  the  application  of 
reinforced  concrete  to  the  construction  of  buildings,  brought 
about  by  the  "Local  Government  Board"  and  elsewhere  referred 
to,  it  is  also  a  fact  that  most  of  the  Municipal  British  Building 
Laws,  as  at  present  framed,  are  a  serious  hindrance  to  the 
adaption  of  reinforced  concrete  construction  in  Great  Britain. 

Although  the  feeling  in  Great  Britain  to-day  is  becoming  gen- 
eral, that  State  interference  with  the  construction  of  Build- 
ings should  be  limited  to  matters  of  health  or  Public  safety,  still 
at  present,  in  all  towns  and  cities  in  the  British  Islands,  no 
buildings  can  be  erected  unless  in  conformance  with  certain 
local  Rules,  Codes  or  Acts,  in  most  of  which  no  account  is  taken 
of  the  fact  that  by  the  use  of  reinforced  concrete  the  minimum 
thickness  of  external  and  party  walls  can  be  safely  reduced. 
Furthermore  there  is  at  present,  in  general,  no  provision  made 
for  limiting  the  use  or  dimensions  of  reinforced  concrete  in  any 
other  parts  of  the  buildings  such  as  columns,  floors,  beams,  roofs, 
etc. 

This  is  an  anomalous  condition,  because  complete  buildings  have 
been  erected  in  Great  Britain  for  Railway  and  Dock  companies 
and  for  Government  Departments,  which  do  not  come  under  the 
control  of  the  local  building  acts. 

While  in  time  this  unjust  discrimination  will  undoubtedly 
disappear,  it  is  at  present  a  serious  hindrance  in  the  adoption 
of  reinforced  concrete  in  Great  Britain. 

Two  important  municipalities  have  already  Bills  in  Parliament 
which  will  probably  lead  to  modifications  in  the  present  anti- 
quated rules,  and  the  London  City  Council  will  present  a  Bill 
in  November,  1909,  amending  the  existing  Rules. 

BRITISH  ENGINEERING  STANDARDS  COMMITTEE  ON 
CEMENT  SPECIFICATIONS. 

The  formation  of  the  Engineering  Standards  Committee  dates 


206 


REINFORCED  CONCRETE  IN  EUROPE 


from  January,  1901.  It  now  has  the  support  of  several  bureaus 
of  the  British  Government,  as  well  as  that  of  the  following 
British  Institutions  who  are  also  represented  on  the  Main  and 
Sub-Committees. 

The  Institution  of  Civil  Engineers. 

The  Institution  of  Mechanical  Engineers. 

The  Institution  of  Naval  Architects. 

The  Iron  and  Steel  Institute. 

The  Institution  of  Electrical  Engineers. 
The  third  Report  on  Work  Accomplished,1  issued  "by  the  Sec- 
retary, Mr.  Leslie  S.  Robertson,  M.  Inst.  C.  E.,  shows  the  large 
number  of  subjects  which  have  been,  or  are  now  under  considera- 
tion, with  a  view  of  recommending  standard  requirements. 

The  Committee  on  Cement  was  appointed  at  a  meeting  of  the 
Main  Committee  on  March  27,  1903.  Their  first  meeting  was 
held  on  June  12,  1903,  and  after  12  meetings  a  "British  Stand- 
ard Specification  for  Portland  Cement"  was  adopted  on  Novem- 
ber 23,  1904,  and  approved  by  the  Main  Committee  on  Decem- 
ber 8,  1904. 

Since  then  the  Cement  Committee  has  been  considering  the 
question  of  making  some  stipulation  as  to  Initial  Setting  Time, 
and  experiments  have  been  and  are  being  carried  out  with  a  view 
to  the  inclusion  of  a  Clause  dealing  with  this  point.  The  Com- 
mittee are  also  making  certain  other  investigations,  the  desirability 
of  which  has  been  brought  to  their  notice,  but  pending  the  com- 
pletion of  these  experiments  they  issued  a  Revised  Specification 
which  was  approved  by  the  Main  Committee  on  June  6,  1907.2 

The  chief  requirements  of  this  Specification,  published  by 
permission  of  the  Committee,  will  be  found  under  the  Discussion 
of  Cement  Specifications. 

Although  important  Bureaus  of  the  Government  are  repre- 
sented on  the  Committee,  the  requirements  of  this  Specification 
cannot  be  insisted  upon  in  Concrete  and  Reinforced  Concrete 
Constructions  in  Great  Britain,  such  as  is  the  case  with  the  Official 

1  44  Third  Report  on  Work  Accomplished,  August,  1906,  to  July,  1907,"  London,  Sep- 
tember, 1907.  Offices  of  the  Engineering  Standards  Committee,  No.  28  Victoria  Street, 
London,  S.  W. 

2  British  Standard  Specification  for  Portland  Cement,  No.  12,  Revised  June,  1907.  Of- 
fices of  the  Engineering  Standards  Committee,  No.  28  Victoria  Street,  London,  S.  W. 
Price,  postpaid,  2/8. 


APPENDIX   NO.  3 


207 


Specifications  for  Portland  Cement  issued  in  Germany,  Austria, 
Hungary,  Switzerland,  Italy  and  France. 

However,  although  not  carrying  the  weight  of  official  sanction, 
this  Specification  is  now  recognized  as  a  Standard  and  very  gen- 
erally adopted,  and  was  recommended,  as  is  elsewhere  stated, 
by  the  Joint  Committee  on  Reinforced  Concrete  formed  under 
the  auspices  of  the  Royal  Institute  of  British  Architects. 

BRITISH  ENGINEERING  STANDARDS  COMMITTEE 
ON  STRUCTURAL  STEEL. 

The  Sectional  Committee  on  Bridges  and  General  Building 
Construction  .was  appointed  by  the  Main  Committee  on  July 
19,  1901. 

This  Committee  prepared  a  Standard  Specification  for  Struc- 
tural Steel  for  Bridges  and  General  Building  Construction.  The 
draft  of  this  Specification  was  submitted  to  the  Science  Standard 
Committee  of  the  Royal  Institute  of  British  Architects  and  cer- 
tain suggested  modifications  were  incorporated.  The  Specifi- 
cation was  then  adopted  by  the  Sectional  Committee  on  May 
23,  1906  and  approved  by  the  Main  Committee  at  their  meet- 
ing held  on  June  ig,  1906. 

The  principal  requirements  of  this  Standard  Specification  are 
quoted,  by  permission  of  the  Secretary,  under  the  discussion  of 
the  Metal  used  for  Reinforcement. 

FRANCE. 


List  of  Commissions,  Etc. 
COMMISSION  DU  CIMENT  ARME. 

Appointed  in  1901  by  the  French  Minister  of  Public  Works. 
COMMISSION  DES  METHODS  D'ESSAI  DES  MATERIAUX  DE  CON- 
STRUCTION. 

1895  and  1900. 

MINISTERE  DES  TRAVAUX  PUBLICS,  Direction  de  la  Navigation. 

Paris. 

List  of  Testing  Laboratories. 

LABORATOIRE  DE  L'ECOLE  DES  PONTS  ET  CHAUSSEES. 

28  rue  des  Saints  Peres,  Paris. 


208 


REINFORCED  CONCRETE  IN  EUROPE 


LABORATOIRE   DU   CONSERVATOIRE   NATIONAL   DES   ARTS  ET 
METIERS. 

292  rue  Saint-Martin,  Paris. 
LABORATOIRE  MUNICIPALE  D'ESSAIS  DES  MATERIAUX. 

rue  Brezin,  Paris. 
LABORATOIRE  DES  PONTS  ET  CHAUSSEES. 

President  R.  Feret. 
Boulogne  sur  Mer. 
LABORATOIRE  DE  LECAMPREDON. 

(Analyses  et  essais  de6  Ciments,  etc.) 
5  rue  Drouot,  Paris  IX. 


COMMISSION  DU  CIMENT  ARME. 

The  French  Government,  through  its  minister  of  Public  Works, 
appointed  in  1901  a  "Commission  du  Ciment  Arme"  to  inves- 
tigate the  properties  of  Reinforced  Concrete  and  prepare  Regu- 
lations to  govern  its  use  in  Government  Contracts. 
The  personnel  of  the  Commission  was  as  follows : 
Lorieux,  Inspecteur-General  (Chairman). 
Resal, 
.  Rabut, 


Harel  de  la  Noe, 
Mesnager, 

Boitel,  State  Engineer  Officer. 
Hartman,  Artillery  Officer. 
Gautier,  Architect. 
Hermant,  Architect. 
Candlot,  ^ 


Hennebique,  ) 

After  carrying  out  a  comprehensive  programme  of  research 
work  and  holding  numerous  meetings,  the  conclusions  of  the  Com- 


FRANCE. 


Description  of  Commissions,  Etc. 


Bechmann, 
Considere, 


Ingenieures-en-chef  Professeurs 
a  l'Ecole  des  Ponts  et  Chaussees. 


Coignet, 


APPENDIX  NO.  3 


209 


mission  were  finally  submitted  to  the  Ministry  in  March,  1906,  and 
referred  by  them  for  approval  by  the  Conseil  General  des  Ponts 
at  Chaussees  who  selected  three  of  their  members  to  examine  the 
proposed  rules. 

This  committee  thoroughly  inquired  into  every  point,  calling 
upon  the  leading  members  of  the  "Commission  du  Ciment  Arme" 
to  argue  their  cases  personally,  and  hearing  with  deference  the 
arguments  of  the  minority  of  the  Commission  who  had  so 
strongly  advocated  the  separation  of  the  Instructions  into  two 
parts,  Rules  and  an  explanatory  "Circular." 

The  actual  reason  why  the  Rules  are  officially  termed  "Instruc- 
tions" is  due  to  their  being  considered  provisional. 

The  Rules  were  signed  by  the  Ministry  of  Public  Works  on 
Oct.  20,  1906. 

The  full  work  of  the  Commission  was  published  in  1907  as  a 
Broche,  entitled  "Experiences,  rapports  et  propositions.  Instruc- 
tions ministerielles  relatives  a  l'emploi  du  beton  arme  (Ministere 
des  Travaux  Publics  des  Postes  et  Telegraphes)." 

It  forms  a  volume  of  481  pages  with  figures,  and  8  plates  and 
is  sold  by  Dunod  &  Pinat,  49  quai  des  Grands  Augustins,  Paris, 
ot  27  francs  50. 

The  printed  record  of  the  work  of  the  Commission  is  divisible 
under  three  heads. 

1.  The  "Instructions"  (Rules)  for  the  Design  of  Structures 
in  Reinforced  Concrete. 

2.  Circular  explaining  the  Instructions  or  Rules. 

3.  Report  of  the  Commission  appointed  by  the  Conseil  General 
des  Ponts  et  Chaussees. 

A  translation  of  the  chief  features  of  these  Rules  is  embodied 
in  this  Report  when  discussing  Specifications  for  Reinforced 
Concrete. 

COMMISSION  D£S  METHODS  D'ESSAI  DES  MATERIAUX 
DE  CONSTRUCTION  1895  AND  1900. 

This  Commission  held  two  Sessions,  one  in  1895  and  the  second 
in  1900.  The  results  of  their  deliberations  form  seven  large 
volumes,  in  each  of  which  the  subject  of  Reinforced  Concrete, 
Concrete  or  Cement  is  treated. 


210 


REINFORCED  CONCRETE  IN  EUROPE 


PREMIERE  SESSION— 1895. 

TOME  I. — Documents  generaux. 

TOME  II. — Rapports  particuliers  de  la  Section  A — Premiere 
serie-metaux. 

TOME  III. — Rapports  de  la  Section  A.    deuxieme  serie- 
metaux. 

TOME  IV. — Rapports  particuliers  de  la  Section  B — ma- 
teriaux  d'agregation  de»s  maconneries. 
Le  rapport  general  contient  les  rapports  des  deux  sections  ainsi 
que  les  conclusions  qui  ont  ete  adoptees  par  la  commission  apres 
discussion  et  lecture  des  rapports  particuliers  qui  lui  ont  ete 
communiques. 

Pour  chaque  nature  de  materiaux  il  est  donne  des  conclusions 
qui  sont  en  somme  l'enonce  des  meilleures  methodes  a  suivre 
pour  les  essais,  les  analyses,  etc. 

DEUXIEME  SESSION— 1900. 

TOME  I. — Documents  generaux. 
TOME  II. — Section  A.    Rapports  particuliers. 
TOME   III.— Section   B   et  A  et  B  reunies.  Rapports 
particuliers. 

MINISTERE  DES  TRAVAUX  PUBLICS. 

This  Department  of  the  French  Government,  a  branch  of  the 
"Direction  de  la  Navigation, "  issued  official  Specifications  for 
artificial  Portland  Cement  in  June,  1902. 

The  chief  requirements  of  this  Specification  are  given  in  the 
Discussion  of  Cement  Specifications. 

GERMANY. 


List  of  the  Scientific  and  Commercial  Associations  Devoted  Entirely 
or  Prominently  to  Reinforced  Concrete,  Concrete  and  Cement. 

DEUTSCHER  VEREIN  FUR  TON-,  ZEMENT-  UND  KALKINDUSTRIE, 
E.  V. 

Office:    Tonindustrie  Zeitung    G.m.b.H.,    Dreysestrasse  4, 

Berlin,  N.  W.  21. 
President :    A.  March,  Charlottenburg  bei  Berlin. 


APPENDIX   NO.  3 


211 


German  Society  for  the  Clay,  Cement  and  Lime  Industries 
(incorporated). 

VEREIN  DEUTSCHER  PORTLAND  ZEMENT  FABRIKANTEN,  E.  V. 

Director :    P.  Siber,  Secretary,  Bredow  bei  Stettin. 
President :    Kommerzienrat  F.  Schott,  Heidelberg. 
The  Association  of  German  Portland  Cement  Manufacturers 
(incorporated). 

Their  Laboratory  under  direction  of  Dr.  Fromm  is  located 
at  Karlshorst. 

DEUTSCHER  BETON  VEREIN  (e.  V.). 
Office:    Biebrich  am  Rhein. 
President:    Kommerzienrat  Eugene  Dyckerhoff. 
The  German  Concrete  Association  (incorporated). 
Publish  an  annual  Bericht  iiber  die  Jahresversammlung. 

VEREIN  DEUTSCHER  EISENHUTTENLEUTE. 

Jacobistrasse  3-4,  Diisseldorf. 

Secretary:    Herr  Dr.  Emil  Schrodter. 

German  Society  of  Iron  Manufacturers  and  Engineers. 

Official  Organ :  Stahl  und  Eisen.  A  weekly  Journal,  edited 
by  Dr.  E.  Schrodter,  5  Jacobistrasse,  Diisseldorf.  Volume 
for  1908  is  No.  28.    Price  30  marks  per  annum  postpaid. 

DEUTSCHER  ARCHITEKTEN  UND  INGENIEUR  VEREIN. 

Hannover. 

German  Society  of  Architects  and  Engineers.  (The  Presi- 
dent edits  a  bimonthly  Journal.) 

VEREIN  DEUTSCHER  INGENIEURE. 

43  Charlottenstrasse,  Berlin,  N.  W. 

German  Society  of  Engineers.    (Publish  a  weekly  Journal.) 

ARCHITEKTEN  VEREIN,  BERLIN. 

C.  Heymanns  Verlag,  Berlin,  W.  8. 

Architectural  Society  of  Berlin.  (Publish  a  weekly  Journal.) 

DEUTSCHER     BETON     VEREIN     IN     VERBINDUNG      MIT  DEM 
DEUTSCHEN  ARCHITEKTEN  UND  INGENIEUR  VEREIN. 

President:  Prof.  Dr.  C.  von  Bach,  K.  Tech.  Hochschule. 
Stuttgart. 


212 


REINFORCED  CONCRETE  IN  EUROPE 


The  Joint  Committee  of  the  German  Concrete  Association 
(incorporated)  and  the  Union  of  the  German  Architec- 
tural and  Engineering  Societies. 

VERBAND  DER  MASSIVBAU-  UND  DECKENINDUSTRIE. 

President:    Kgl.  Baurat  JafTe,  Berlin,  W. 
(This  Society  has  made  special  efforts  to  promote  and  popu- 
larize reinforced  concrete  construction.) 

GERMANY. 


List  of  the  Government  Testing  Stations  for  Reinforced  Concrete, 
Concrete  and  Cement  Mostly  in  Connection  with  High  Schools. 

KONIGLICHES  MATERIAL-PRUFUNGSAMT  DER  KONIGLICH  TECH- 
NISCHEN  HOCHSCHULE. 

Gross-Lichterfelde-West  bei  Berlin. 

Direktor  Geh.  Reg.-Rat  Prof.  Dr.  Ing.  h.  c.    A.  Martens. 

(Also  Prof.  M.  Gary.) 
Station  for  testing  materials  at  the  Royal  Technical  High 
School  at  Gross-Lichterfelde-West  near  Berlin.     (Issue  a 
Journal  in  6  to  8  parts  annually.) 
KONIGLICH  SACHSISCHE  TECHNISCHE  HOCHSCHULE. 

Abteilung :  Mechanische  techni»sche  Versuchsanstalt, 
Dresden. 

Direktor  Reg.  Rat  Prof  H.  v.  Scheit. 

The  Mechanical  Engineering  Testing  Station  of  the  Royal 
Saxon  Technical  High  School  at  Dresden.      (Issue  no 
separate  Journal.) 
KONIGLICH  TECHNISCHE  KOCHSCHULE. 

Abteilung:  Mechanisch  technisches  Laboratorium,  Munchen. 

President:    Prof.  Dr.  A.  Foppl. 

The  Mechanical  Engineering  Laboratory  of  the  Royal  Tech- 
nical High  School  at  Munich.  (Issue  no  separate  Jour- 
nal.) 

MATERIALPRUFUNGSANSTALT   DER   KONIGLICH  TEOHNISCHEN 
HOCHSCHULE. 

Stuttgart. 

Director:    Konigl.  Baudirektor  Prof.  C.  von  Bach. 


APPENDIX   NO.  3 


213 


Station  for  testing  Materials  at  the  Royal  Technical  High 

School  at  Stuttgart. 
The  Reports  of  their  Investigations  are  published  in  the 

"Zeitschrift  des  Vereins  Deutscher  Ingenieure." 
PRUFUNGSANSTALT  FUR   BAUMATERIALIEN   AN   DEN  TECHNI- 

SCHEN  STAATSLEHRANSTALTEN. 

Chemnitz,  Schillerplatz. 
President :    Baurat  Prof.  A.  Gottschaldt. 
Testing  Station  for  Building  Materials  of  the  Technical 
Government  School.    (Issue  no  separate  Journal.) 

GROSSHERZOGLICHE  CHEMISCH-TECHNISCHE  PRUFUNGSANSTALT 
ABTEILUNG  FUR  BAUMATERIALPRUFUNG. 

Karlsruhe. 

President :    Geh.  Hof rat  Prof.  Dr.  Bunte. 

Vice  President:    Prof.  R.  Maars. 

Second  Laboratory  President :    Dr.  P.  Eitner. 

The  Department  for  Testing  Building  Materials  of  the  Grand 

Ducal  Chemical  Technical  Testing  Station.      (Issue  no 

separate  Journal.) 
PRUFUNGSANSTALT  FUR  BAUMATERIALIEN    AN    DER  KONIGL. 

BAUGEWERKSCHULE. 
Privatstr.  2,  Dresden,  N. 
President :    Prof.  P.  Kayser. 

Testing  Station  for  Building  Materials  of  the  Royal  Archi- 
tectural School. 

The  Reports  of  their  Investigations  are  published  in  the 
"Zeitschrift  Zivilingenieur." 
RERZOGLICHE  TECHNISCHE  HOCHSCHULE. 

Braunschweig. 

Prof.  M.  Moller. 

Ducal  Technical  High  School. 

Deliver  a  course  of  Lectures  on  Reinforced  Concrete  and 
have  a  Testing  Laboratory.    (Issue  no  separate  Journal.) 

GERMAN  COMMISSION  ON  REINFORCED  CONCRETE  AP- 
POINTED BY  THE  PRUSSIAN  MINISTRY 
OF  PUBLIC  WORKS. 

This  important  Commission  was  appointed  in  response  to  a 


214 


REINFORCED  CONCRETE  IN  EUROPE 


memorial  addressed  to  the  Chancellor  on  April  24,  1905,  by  the 
Union  of  the  German  Architectural  and  Engineering  Associa- 
tions. 

This  Commission  includes  representatives  of  the  German  State 
Departments,  the  larger  German  States,  the  Material  Testing 
Stations,  the  German  Concrete  Association,  the  Association  of 
German  Portland  Cement  Manufacturers,  the  Union  of  German 
Architectural  and  Engineering  Associations,  the  Association  of 
German  Engineers  and  the  Association  of  German  Iron  Masters. 

GERMANY. 


List  of  the  Private  Testing  Stations  for  Reinforced  Concrete, 
Concrete  and  Cement. 

CHEMISCHES  LABORATORIUM  FUR  "TONINDUSTRIE  VEREIN"  UND 
LABORATORIUM  DES  VEREINS  DEUTSCHER  FABRIKEN 
FEUERFESTER  PRODUKTE. 

Dreysestrasse  4,  Berlin,  N.  W.  21. 
Prof.  Dr.  H.  Seger,  E.  Cramer. 

Chemical  Laboratory  for  Companies  connected  with  the  Clay 
Industry  and  the  Laboratory  of  the  Society  of  the  Ger- 
man Manufacturers  of  Refractory  Materials. 
LABORATORIUM  FUR  ALLE  CHEMISCHEN  UND  TECHNISCHEN  UN- 
TERSUCHUNGEN  VON  HYDRAULISCHEN  BINDEMITTELN. 
Ferdinand  M.  Meyer,  Malstatt-Burbach,  bei  Saarbrucken. 
CHEMISCH-TECHNISCHE  PRUFUNGSANSTALT. 

Dr.  C.  Schoch,  Courbierstr.  6,  Berlin,  W.  62. 
CHEMISCH-TECHNISCHE  VERSUCHSSTATION. 

Dr.  Hermann  Passow,  Blankenese,  a.d.  Elbe. 
LABORATORIUM  DES  VEREINS  DEUTSCHER  PORTLAND-ZEMENT- 
FABRIKANTEN. 
President,  Dr.  Fromm,  Karlshorst. 
CHEMISCH-TECHNISCHES  LABORATORIUM    FUR  HYDRAULISCHE 
BINDEMITTEL  NEBST  PRUFUNGSANSTALT  FUR  BAUMA- 
TERIALIEN. 
Dr.  Michaelis,  Friedenstr.  19,  Berlin,  N.  O. 
Founded  in  1872. 


APPENDIX   NO.  3 


215 


CHEMISCH-TECHNISCHE  VERSUCHSTATION. 

(Laboratorium  des  Vereins  Eisenportlandzementwerke.) 
Dr.  Hermann  Passow,  Blankenese,  a.d.  Elbe. 

GERMANY. 


Description  of  the  Committees,  Associations,  Etc. 

The  three  long  lists  just  preceding,  giving  the  Scientific  and 
Commercial  Associations,  etc.,  and  the  Government  and  the  Pri- 
vate Testing  Laboratories,  are  evidences  of  the  characteristic 
thoroughness  of  the  study  which  Germany  has  devoted  and  is  still 
giving  to  all  matters  in  relation  to  Reinforced  Concrete. 

Lack  of  space  prevents  including  a  detailed  Description  of  the 
personnel  and  the  special  objects  of  each  of  these  Associations, 
Committees,  etc.,  but  a  general  reference  to  those  of  most  im- 
portance will  be  made. 

The  greater  majority  of  the  German  Manufacturers  of  Port- 
land Cement  are  now  members  of  the  "Association  of  German 
Portland  Cement  Manufacturers."  This  Association  holds  An- 
nual Meetings  at  which  Papers  are  read  and  discussed  and  prizes 
are  offered  to  stimulate  original  research.  It  conducts  its  own 
testing  Laboratory  and  its  members  are  required  to  periodically 
submit  samples  of  their  Cement  for  test.  The  standing  of  the 
Association  is  evidenced  by  the  following  Declaration  issued  to 
the  Trade. 

A.  The  members  of  the  Union  of  German  Portland  Cement 
Manufacturers  undertake  to  bring  into  the  market,  under  the 
denomination  of  "Portland  Cement,"  only  a  product  formed  from 
a  mixture  of  calcareous  and  argillaceous  substances  forming  the 
principal  ingredients,  calcined  to  incipient  vitrification,  and  re- 
duced to  a  fine  powder. 

Any  material  produced  by  any  other  method  than  that  stated 
above,  or  to  which  foreign  bodies  are  added,  either  during  or  be- 
fore calcination,  will  not  be  acknowledged  by  them  as  "Portland 
Cement,"  but  rather,  the  sale  of  such  products  under  the  term 
"Portland  Cement"  will  be  considered  as  an  imposition  on  the 
buyer. 

This  declaration  has  no  reference  to  trifling  additions  made  for 
8 


2l6 


REINFORCED  CONCRETE  IN  EUROPE 


regulating  the  setting  of  Portland  Cement,  which  are  allowed  to 
the  extent  of  2  per  cent. 

B.  Any  member  acting  contrary  to  the  obligation  thus  under- 
taken shall  be  excluded  from  the  Association,  and  his  expulsion 
made  public. 

C.  The  members,  in  giving  this  declaration,  acknowledge  the 
duty  of  the  Committee  of  the  Union  to  see  that  the  obligations 
thus  entered  into,  are  strictly  adhered  to. 

This  Association  has  issued  Standard  Specifications  for  arti- 
ficial Portland  Cement,  which  compare  favorably  with  those  of 
the  Prussian  Government  Specification  as  revised  February  19, 
1902,  and  still  in  force. 

Through  the  co-operation  of  the  Technical,  Commercial  and 
Official  interests  the  chief  requirements  of  the  principal  Specifica- 
tions covering  the  Steel  used  in  Germany  for  reinforcement,  are 
uniform. 

As  far  back  as  1881,  the  Association  of  German  Iron  Mas- 
ters adopted  a  Classification,  and  Requirements  for  Iron  and 
Steel.  They  joined  the  Society  of  German  Architects  and  Engi- 
neers in  1886  and  adopted  a  Specification.  In  1889  they  elabo- 
rated and  revised  their  own  Classification  of  1881. 

In  1892  they  joined  the  Society  of  German  Architects  and 
Engineers  and  the  Society  of  German  Engineers,  in  framing  a  re- 
vision of  the  Specification  of  1886,  which  is  still  in  force.  The 
Iron  Masters  Association  met  independently  immediately  after, 
and  revised  their  own  Rules  of  1889,  printing  them  in  Feb., 
1893.  These  they  again  revised  in  March,  1901,  and  which  edition, 
known  as  the  "Rules  for  the  Delivery  of  Iron  and  Steel,"  is  still 
in  force  (Sept.,  1908). 

The  current  official  Specification  containing  the  requirements 
for  Steel,  was  issued  by  the  Prussian  Government  on  November 
25,  1891. 

Thus  by  a  co-operation  of  interests,  the  Portland  Cement  and 
the  Metal  used  in  Germany  in  reinforced  concrete  construction, 
is  to-day  governed  by  uniform  specifications. 

The  Aggregates  with  which  the  Cement  is  mixed  in  making 
up  the  Concrete  have  also  received  the  attention  they  deserve. 

The  German  Concrete  Association,  founded  on  Dec.  5,  1898, 


APPENDIX    NO.  3 


217 


has  by  its  annual  meetings  and  its  co-operation  with  other  in- 
terests done  much  to  establish  uniformity  in  requirements. 

Through  a  Union  of  the  German  Architectural  and  Engi- 
neering Associations  and  their  co-operation  with  the  German 
Concrete  Association,  the  Prussian  Ministry  was  induced  to 
appoint  a  "Commission  on  Reinforced  Concrete/'  the  results  of 
whose  deliberation  will  be  of  the  utmost  importance. 

The  "Union"  and  the  Concrete  Association  first  drafted  and 
adopted  in  August,  1904,  "Preliminary  Rules  for  the  Preparation, 
Erection  and  Testing  of  Reinforced  Concrete  Buildings.  The 
Prussian  Ministry  had  also  issued  on  April  16,  1904,  Official 
Regulations  for  the  Employment  of  Reinforced  Concrete  Con- 
struction in  Buildings. " 

The  "Union"  and  the  Concrete  Association  next  presented  a 
Memorial  on  April  24,  1905,  to  the  Chancellor,  which  owing  to 
the  great  interest  which  was  being  taken  by  the  Prussian  Gov- 
ernment in  Reinforced  Concrete  Constructions,  led  to  the  estab- 
lishment by  the  Prussian  Ministry  of  Public  Works,  of  the  above 
mentioned  Commission  on  Reinforced  Concrete  and  which  is 
made  up  of  representatives  of  the  German  State  Departments,  the 
larger  German  States,  the  Material  Testing  Stations,  the  Ger- 
man Concrete  Association,  the  Association  of  German  Portland 
Cement  Manufacturers,  the  Union  of  German  Architectural  and 
Engineering  Associations,  the  Association  of  German  Engineers, 
and  the  Association  of  German  Iron-Masters. 

The  principal  task  of  this  Commission  is  to  prepare,  on  the 
basis  of  extensive  scientific  experiments,  regulations  for  rein- 
forced concrete  work  over  all  Germany,  in  order  to  prevent  the 
recurrence  of  the  numerous  accidents  which  have  occurred  in 
the  construction  of  reinforced  concrete  works,  especially  floors, 
by  unskillful  persons.  For  such  experiments  the  sum  of  £22,500 
has  been  provided  for  the  years  1907-1911  by  the  German  and 
Prussian  Governments,  and  the  Concrete,  Cement,  Engineers'  and 
Ironmasters'  Associations.  The  first  series  of  experiments  com- 
prise the  adhesion  of  concrete  and  steel,  taking  into  account 
the  influence  of  the  amount  of  water  used  in  mixing,  the  nature 
of  the  surface  of  the  steel,  the  best  mode  of  provision  against 
shear,  the  protection  of  columns,  the  behavior  of  reinforced  con- 


2l8 


REINFORCED  CONCRETE  IN  EUROPE 


crete  in  peat  and  sea-water,  the  action  of  electricity,  the  fireproof 
character  of  reinforced  concrete,  etc. 

These  experiments  are  being  carried  out  in  the  German  ex- 
perimental stations,  attention  being  given  to  the  results  gained 
from  investigations  in  previous  years.  The  completion  of  the 
work  of  the  Commission  will  be  a  landmark  in  the  history  of 
concrete  and  reinforced  concrete  in  Germany. 

The  work  of  this  Commission  has  so  far  resulted  in  a  Re- 
vision, under  date  of  May  24,  1907,  of  the  Official  Prussian 
Regulations  for  Reinforced  Concrete  Construction. 

AUSTRIA. 

MECHANISCHE    VERSUCHSANSTALT    DER    KAISERLICH  KQNIG- 
LICHEN  TECHNISCHEN  HOCHSCHULE. 

Lemberg.    ( Galizien ) . 

Prof.  Fiedler. 

Prof.  Dr.  von  Thullie. 

Mechanical  Testing  Station  of  the  Imperial  Royal  Technical 
High  School. 

OESTERREICHER  INGENIEUR-  UND  ARCHITEKTEN-VEREIN. 

Wien. 

Austrian  Society  of  Engineers  and  Architects,  Vienna.  (Pub- 
lish a  weekly  Journal.) 
ALLGEMEINER  INGENIEUR  VEREIN. 
Wien. 

Universal  Engineering  Society,  Vienna.    (Issue  a  bimonthly 
Journal.) 

PRUFUNGSANSTALT  FUR  BAUMATERIALIEN  AN  DER  I  STADT- 
GEWERBESCHULE. 

Wien,  I. 

Schellinggasse  13. 

President:    Baurat  Prof.  A.  Hanisch. 

Testing  Station  for  Building  Materials  of  the  First  City 
Architectural  School  of  Vienna. 
STADTISCHE  MATERIAL  PRUFUNGSSTATION. 

Wien,  I. 
Rathous. 

President :    Bauinspector  A.  Greil. 

City  Testing  Station  for  Materials  of  Vienna. 


APPENDIX   NO.  3 


219 


VERSUCHSANSTALT  FUR  BAU-  UND  MASCHINENMATERIAL  DES 
K.  K.  TECHNISCHEN  GEWERBE-MUSEUMS. 

Wien,  IX. 

Wahringerstrasse  59. 

Testing  Station  for  Building  Materials  and  Machinery  of  the 
Imperial  Royal  Technical  Industrial  Museum. 

OESTERREICHISCHER  BETON  HANDELS-VEREIN. 

Vienna. 

The  Austrian  Concrete  Trade  Association,  formed  about 
1907. 

SWITZERLAND. 
SCHWEIZERISCHER  INGENIEUR-  UND  ARCHITEKTEN  VEREIN. 

Zurich. 

The  Swiss  Society  of  Engineers  and  Architects. 

EIDGENOSSENSCHAFTLICHE    MATERIALPRUFUNGSANSTALT  AM 
SCHWEIZERISCHEN  POLYTECHNIKUM. 

Zurich. 

Prof.  F.  Schiile. 

The  Station  for  the  Testing  of  Materials  of  the  Federal 
Polytechnic  at  Zurich. 

ANSTALT  ZUR  PRUFUNG  VON  BAUMATERIALIEN  AM  SCHWEIZER- 
ISCHEN POLYTECHNIKUM. 

Zurich. 

The  Station  for  the  Testing  of  Building  Materials  of  the 

Swiss  Polytechnic,  Zurich. 
Their  Reports  are  published  yearly  in  the  "Mitteilungen  der 

Anstalt  zur  Priifung  usw,"  published  by  Meyer  &  Ziller, 

Zurich. 

HUNGARY. 

THE  HUNGARIAN  SOCIETY  OF  ENGINEERS  AND  ARCHITECTS. 

Budapest. 

ITALY. 

ASSOCIATION  ITALIENNE  POUR  L'ETUDE  DES  MATERIAUX  DE 
CONSTRUCTION. 

Laboratorio  per  experienze  sui  materiali  da  construzione. 
Direktor  Prof.  C.  Guidi.    Torino.    Castillo  del  Valentino. 


220 


REINFORCED  CONCRETE  IN  EUROPE 


SPAIN. 

LABORATOIRE  D'ETUDES    ET  D'ESSAIS    DES    MATERIAUX  DE 
CONSTRUCTION. 

Lisbon. 

Direktor  I.  da  P.  Castanheira  das  Neves. 

HOLLAND. 

PROEFSTATION  VOOR  BOUWMATERIALLEN  EN    BUREAU  VOOR 
CHEMISCH  ONDERZOEK  KONING  &  BIENFAIT. 

Amsterdam,  Da  Costakade  104. 

DENMARK. 

PRUFUNGSANTALT  FUR  BAUMATERIALIEN  DER  KONIGL.  TECH- 
NISCHEN  HOCHSCHULE. 

Copenhagen. 

President :    Prof.  H.  J.  Hannover. 

F.  L.  SMIDTH  &  CO.  TECHN.  BUREAU. 

Bau  und  Lieferung  samtlicher  Maschinen  fur  die  Zement- 
fabrikation,  Kalkbrennereien  und  Mortelfabriken. 


APPENDIX  NO.  4. 


BIBLIOGRAPHY.  BOOKS  ON  REINFORCED  CONCRETE,  CON- 
CRETE AND  CEMENT.  ARRANGED  UNDER  COUNTRIES. 
AND  ALPHABETICALLY  ACCORDING  TO  AUTHORS. 


British  and  American  Books 

American  Steel  &  Wire  Co,  Handbook  and  Catalog  on  Concrete 
Reinforcement.    Chicago,  1908.  Gratis. 

Andrews,  H.  B.  Practical  Reinforced  Concrete.  Standards  for  the 
design  for  reinforced  concrete  buildings.  8vo.  46  pp.  Illus.  New  York, 
1908.  $2.00. 

Atlas  Portland  Cement  Co.  Concrete  Construction  about  the 
Home  and  on  the  Farm.    8vo.    127  pp.    Illus.  New  York,  1907.  Gratis. 

Atlas  Portland  Cement  Co.  Concrete  Country  Residences.  2nd 
edition.    168  pp.    Illus.    New  York,  1907.  $1.00. 

Atlas  Portland  Cement  Co.  Reinforced  Concrete  in  Factory 
Construction.    New  York,  1907.  $0.50. 

Baker,  Ira  0.  A  Treatise  on  Masonry  Construction.  New  York, 
1907,  $5.00. 

Baker,  W.  H.  The  Cement  Workers'  Handbook.  Covering  more  than 
fifty  most  important  subjects  on  cement  and  its  uses  in  construction.  Com- 
piled to  meet  the  requirements  of  the  common  workman.  i2mo.  86  pp. 
Akron,  Ohio,  1905.  $0.50. 

Balet,  Joseph  W.  Analyses  of  Elastic  Arches,  three  hinged,  two 
hinged,  and  hingeless,  of  Steel,  Masonry  and  Reinforced  Concrete.  6x9. 
316  pp.  184  diagrams,  including  6  folding  plates  and  19  tables.  New 
York,  1908.  $3.00. 

Bleninger,  A.  V.  The  Manufacture  of  Hydraulic  Cements,  4th  series, 
Bulletin  No.  3.  State  Geological  Survey  of  Ohio,  1904.  (Chemistry  of 
■cements  and  cement  materials,  and  methods  of  manufacture.)  $1.25. 

Bottomley,  C  E.  E.  Asst.  Secy.  Asso.  of  Amer.  Portland  Cement 
Mfgrs.,  1232  I^and  Title  Building,  Philadelphia.  Directory  of  Portland 
Cement  Mfgrs.  in  the  U.  S.    Philadelphia,  1909.  $1.00. 

Brayton,  Louis  F.  Brayton-Standards  for  the  Uniform  Design  of 
Reinforced  Concrete.  2nd  edition.  Leather,  pocketbook  size.  no  pp. 
Illus.    New  York,  1907.    $3  00. 

Brown,  C.  C.  Directory  of  American  Cement  Industries  and  Hand- 
book for  Cement  Users.  2nd  edition,  revised  and  enlarged.  8vo.  740 
pp.    Indianapolis,  Ind.,  1902.  $3.00. 


222 


REINFORCED  CONCRETE  IN  EUROPE 


Brown,  C.  C.  Directory  of  American  Cement  Industries.  3rd  edition* 
revised  and  enlarged.    8vo.    734  pp.    Indianapolis,  Ind.,  1904.  $5.00. 

Brown,  J.  G.  Reinforced  Concrete.  Construction  for  Factories  and 
Warehouses.  Catalog  privately  printed.  Philadelphia,  Witherspoon  Bldg., 
1908.  Gratis. 

Buel,  Albert  W.  and  Hill,  Chas.  S.  Reinforced  Concrete  Construc- 
tion. 2nd  edition,  revised  and  enlarged,  8vo.  499  pp.  Fully  illus.  Lon- 
don and  New  York,  1906.  $5.00. 

Burnell,  Geo.  R.  Rudimentary  Treatise  on  Limes,  Cements,  Mor- 
tars, Concretes,  Mastics,  Plasterings,  Etc.  Small  8vo.  136  pp.  London, 
1900.  $0.60. 

Burr,  William  H.  The  Elasticity  and  Resistance  of  the  Materials  of 
Engineering.  6th  edition,  rewritten.  8vo.  New  York,  1903.  (Chiefly 
mathematical)  $7.50. 

Butler,  David  B.  Portland  Cement,  Its  Manufacture,  Testing  and 
Use.  2nd  edition.  8vo  .  406  pp.  97  illus.  London,  1905.  (Gives  English 
methods  and  practice  in  manufacture  and  testing).  $5.25. 

Cain,  Prof.  W.  Theory  of  Concrete  Steel  Arches,  and  of  Vaulted 
Structures  with  a  Chapter  on  the  Reinforced  Concrete  Dome.  i8mo.  4th 
edition,  revised  and  enlarged,  with  illus.    212  pp.    New  York,  1906.  $0.50. 

Calcare.  Cement  Users'  and  Buyers'  Guide.  A  book  for  the  daily 
use  of  all  those,  such  as  builders,  contractors,  surveyors,  architects,  etc., 
who  are  interested  in  any  way  in  the  buying,  using  or  storing  of  Portland 
Cement.    32mo.    115  pp.    London,  1901.  $0.60. 

Carver,  Geo.  P.  Instructions  to  Inspectors  of  Reinforced  Concrete 
Construction  and  Concrete  Data.  i2mo.  79  pp.  Illus.  New  York,  1907. 
$0.50. 

Cement  Industry,  The.  Descriptions  of  Portland  and  Natural  Ce- 
ment. Plants  of  the  United  States  and  Europe  with  Notes  on  Materials 
and  Processes  in  Portland  Cement  Manufacture.  Reprinted  from  "The 
Engineering  Record"    235  pp.    Illus.  New  York,  1900.  $3.00. 

Chatelier,  Le  Henri  (translated  by  Mack,  J.  L.)  Experimental  Re- 
searches on  the  Constitution  of  Hydraulic  Mortars.  8vo.  132  pp.  New 
York,  1905.  $2.00. 

Concrete  Engineering,  Concrete  Construction.  8vo.  64  pp.  Illus. 
Cleveland  Tech.  Pub.  Co.,  1908.  $1.00. 

Condron,  T.  L.  Tests  of  Bond  Between  Concrete  and  Steel.  St.  Louis, 
Expanded  Metal  Co.,  1907.  Gratis. 

Considere,  A.  (translated  by  Moisseiff,  L.  S.)  Experimental  Re- 
searches on  Reinforced  Concrete,  with  an  Introduction  by  the  Translator. 
2nd  edition.    8vo.    242  pp.    Illus.    New  York,  1906.  $2.00. 

Corrugated  Bar  Co.  Designing  Methods,  Reinforced  Concrete  Con- 
struction.   (Monthly  Bulletins)    St.  Louis,  1908.  Gratis. 


APPENDIX  NO.  4 


223 


Crider,  A.  F.  Cement  and  Portland  Cement  Materials  of  Mississippi. 
Nashville,  Tenn.,  1908. 

Cummings,  Uriah  American  Cements.  (Historical  data,  and  discus- 
sion of  natural  cements.)    Now  out  of  print.    Boston,  1898.  $3.00. 

Dibdin,  W.  J.  Lime,  Mortar  and  Cement.  Their  characteristics  and 
analyses,  with  an  account  of  artificial  stone  and  asphalt.  Small  8vo.  227  pp. 
London,  no  date.  $2.00. 

Dobson,  E.  Foundations  and  Concrete  Works.  3rd  edition,  revised  by 
Geo.  Dodd,  i2mo.    120  pp.    lllus.    London,  1872.  $0.60. 

Douglas,  W.  J.  Practical  Hints  for  Concrete  Constructors.  N.  Y. 
Eng.  News,  1907.  $0.25. 

Eckel,  Edwin  C.  Cement,  Limes  and  Plasters;  their  Materials,  Manu- 
facture and  Properties.  8vo>.  xxxiv+710  pp.  165  figures,  254  tables. 
New  York  and  London,  1905.  $6.00. 

Eno,  Frank  Harvey.  The  Uses  of  Hydraulic  Cement.  Geol.  Survey 
of  Ohio,  4th  Series,  Bull.  No.  2.  8vo.  260  pp.  Illus.  Columbus,  Ohio, 
1904.  $1.00. 

Faija,  Henry.  Portland  Cements  for  Users.  5th  edition,  revised  and 
enlarged,  by  D.  B.  Butler.    Crown  8vo.    120  pp.    London,  1904.  $1.20. 

Falk,  M.  S.  Cements,  Mortars  and  Concretes.  Their  Physical  Proper- 
ties.   8vo.    176  pp.    Illus.    New  York,  1904.  $2.50. 

Gatehouse,  Frank  B.  The  Analysis  of  Cement;  A  Handbook  for 
Cement  Work  Chemists.    8vo.    London,  1908.  $1.75. 

Gilbreth,  F.  B.  Concrete  System.  8vo.  148  pp.  220  illus.  Phila., 
1908.  $5.00. 

Gillette,  Halbert  P.  and  Hill,  Charles  S.  Concrete  Construction, 
Methods  and  Cost.    8vo.    700  pages.    306  illus.    New  York,  1908.  $5.00. 

Gillette,  Halbert  P.  Handbook  of  Cost  Data,  for  Contractors  and 
Engineers.    Morocco,  i6mo.    xii+610  pp.    New  York,  1905.  $4.00. 

Gillmore,  Q.  A.  Practical  Tivatise  on  Limes,  Hydraulic  Cements  and 
Mortars.    8vo.    334  pp.    56  illus.    New  York,  1902.  $4.00. 

Gillmore,  Q.  A.  Notes  on  the  Compressive  Resistance  of  Freestone, 
Brick  Piers,  Hydraulic  Cements,  Mortars  and  Concretes.  New  York, 
1888.    Now  out  of  print.  $3.75. 

Gillmore,  Q.  A.  Report  on  Beton  Agglomere  or  Coignet-Beton  and 
the  Materials  of  Which  it  is  Made.  Professional  Papers  U.  S.  A.  No.  19. 
Washington,  D.  C.  1871.    No;v  out  of  print. 

Godfrey,  Edward/  Concrete.  Book  II  of  Structural  Engineering,  448 
pp.    Illus.      Phila.  1908.  $2.50. 

Golinelli,  L.  (translated  by  Newberry,  Spencer  B.)  How  to  use 
Portland  Cement  ('Das  kleine  Cement  Buch)    Chicago,  1904.  $0.50. 

Goodrich,  E.  P.  Cost  Reduction  of  Reinforced  Concrete  Work.  Amer. 
Portland  Cement  Mfg.  Asso.,  Phila.,  1906.  Gratis. 


224 


REINFORCED  CONCRETE  IN  EUROPE 


Grant,  John.  Experiments  on  the  Strength  of  Cement,  chiefly  in? 
reference  to  the  Portland  Cement  used  in  the  southern  main  drainage 
works.  (Reprinted  from  Papers  read  before  the  Institution  of  Civil 
Engineers.)  8vo.  172  pp.,  with  plates.  London,  1875.  Now  out  of  print. 
$2.75. 

Hawkesworth,  John  and  Almirall,  R.  F.  ,  ,  Graphical  Handbook  of 
Reinforced  Concrete  Design.  With  appendix  containing  the  requirements 
of  the  building  code  of  N.  Y.  C.  regarding  Reinforced  Concrete.  Quarto. 
70  pp.    15  plates,  (folding).    New  York,  1906.  $2.50. 

Heath,  A.  H.    Manual  on  Lime  and  Cement.    London,  1902.  $2.50 

Heidenreich,  E.  Lee.  Engineers'  Pocketbook  of  Reinforced  Concrete. 
Roan,  7  x  4^,  ix+364  pp.  Illus.  Chicago  and  New  York,  1909. 
$3.00. 

Hennebique  Construction  Co.  Hennebique  Armored  Concrete  System, 
Patented  Oct.  4,  1898.    New  York,  1908.  $0.50. 

Hodgson,  F.  Mortars,  Plasters,  Stuccos,  Artificial  Marbles,  Concretes, 
Portland  Cements  and  Compositions.  8vo.  520  pp.  Illus.  New  York, 
1906.  $1.50. 

Hodgson,  Fred  T.  Plaster  and  Plastering  Mortars  and  Cements.  How 
to  Make  and  How  to  Use.    i2mo.    102  pp.    Illus.    New  York,  1883. 

Houses.  Competitive  Designs  for  Concrete  Houses  for  Moderate  Costs. 
Association  of  American  Portland  Cement  Manufacturers,  Philadelphia, 
1908.  $1.00. 

Howe,  Malverd  A.  Symmetrical  Masonry  Arches,  including  Natural 
Stone.  Plain  Concrete  and  Reinforced  Concrete  Arches.  8vo.  x-f- 
170  pp.    Many  illus.    New  York,  1906.  $2.50. 

Humphrey,  R.  L.  Results  of  Tests  Made  in  the  Collective  Portland 
Cement  Exhibit  and  Model  Testing  Laboratory  of  the  Asso.  of  Amer. 
Portland  Cement  Mfgrs.     Phila.,  Reprint,  1906. 

Hyatt,  Thaddeus.  An  account  of  Some  Experiments  with  Portland 
Cement  Combined  with  Iron  as  a  Building  Material.    1877.    Out  of  print. 

International  Association  for  Testing  Materials.  Methods  of  Test)-' 
ing  Metals  and  Alloys ;  Hydraulic  Cements  and  Woods ;  Clay,  Stoneware 
and  Cement  Pipes.  Recommendations  at  the  IVth  Congress  Brussels, 
Sept.,  1906.   8vo.    Paper.    54  pp.    London  and  New  York,  1906.  $0.25. 

Jameson,  Charles  D.  Portland  Cement;  Its  Manufacture  and  Use. 
(A  concise  treatise  on  the  properties  and  methods  of  testing  of  Portland 
Cement.)    New  York,  1898.    Out  of  print.  $1.50. 

Johnson,  J.  B,  The  Materials  of  Construction.  (Mathematical  dis- 
cussion, general  description,  and  much  valuable  data.)  3d  edition,  re- 
vised and  enlarged.  Large  8vo.  xv+795  pp.  650  illus.  11  plates. 
New  York,  1903.  $6.00. 


APPENDIX  NO.  4 


225 


Kahn  System  Standards.  A  Handbook  of  Practical  Calculation  and 
Application  of  Reinforced  Concrete.  2nd  edition.  Leather.  Trussed 
Concrete  Steel  Co.,  Engineering  Dept.,  Detroit,  Mich.,  1908.  $1.50. 

Ketchun,  Milo  S.  The  Design  of  Walls,  Bins  and  Grain  Elevators. 
New  York,  1907.  $4.00. 

Kidder,  Frank  E.  The  Architects'  and  Builders'  Pocketbook.  A  hand- 
book for  architects,  structural  engineers,  builders  and  draughtsmen.  14th 
edition,  rewritten.  Crown  8vo.  Leather.  1655  pp.  1000  illus.  (See 
Chapters  XXIII  and  XXIV,  pp.  726-882.)    New  York,  1906.  $5.00. 

Larned,  E.  S.  Regulation  and  Control  of  Concrete  Construction.  Asso. 
Amer.  Portland  Cement  Mfgrs.,  Phila.,  Pa.,  1907.  Gratis. 

Lathbury,  B.  B.  and  Spackman,  C.  American  Engineering  Practice 
in  the  Construction  of  Rotary  Portland  Cement  Plants,  designed  and 
erected  by  Lathbury  and  Spackman,  Phila.,  Pa.  11x9.  206  pp.  Illus. 
Phila.,  1902.  $2.00. 

Lesley,  Robt.  W.  Concrete  Factories.  An  illustrated  review  of  the 
principles  of  construction  of  reinforced  concrete  buildings,  including 
reports  of  the  sub-committee  on  tests,  the  U.  S.  Geological  Survey,  and 
the  French  Rules  on  Reinforced  Concrete.  Large  8vo.  152  pp.  Illus. 
New  York,  1906.  $1.00. 

Lesley,  F.  D.  Concrete  Engineers'  and  Contractors'  Pocketbook. 
Cleveland  Tech.  Pub.  Co.,  1907.  $1.00. 

Marsh,  Chas.  F.  and  Dunn,  Wm.  Reinforced  Concrete.  3d  edition, 
revised  and  enlarged.  Royal  8vo.  654  pp.  618  illus.  London  and  New 
York,  1906.  $7.00. 

Marsh,  Chas.  F.  and  Dunn,  Wm.  Manual  of  Reinforced  Concrete 
and  Concrete  Block  Construction.  Pocket  size.  290  pp.  52  tables.  112 
diagrams.    London,  1908.  $2.50. 

Meade,  Richard  K.  Portland  Cement,  Its  Composition,  Raw  Materials, 
Manufacture,  Testing  and  Analysis.  8vo.  2nd  edition.  viii+385  pp. 
100  illus.    Easton,  Pa.,  1908.  $3.50. 

Mensch,  L.  J.  Architects'  and  Engineers'  Handbook  of  Reinforced 
Concrete  Constructions.  Small  8vo.  217  pp.  Illus.  and  tables.  Chicago, 
1904.  $2.50. 

Moritz.  E.  A.  Tests  on  Reinforced  Concrete  Beams.  University  of 
Wisconsin,  1906.  $0.30. 

McCullough,  Ernest.  Reinforced  Concrete.  A  manual  of  practice. 
5x7^4  inches.    136  pp.    New  York,  1908.  $1.50. 

National  Bridge  Co.  Reinforced  Concrete  Bridges.  Luten  Patents. 
National  Bridge  Co.,  Indianapolis,  1908.  Gratis. 

Neuman,  John.  Notes  on  Concrete  and  Works  in  Concrete.  Loudon, 
1887.    Out  of  print. 


226 


REINFORCED  CONCRETE  IN  EUROPE 


Newberry,  S.  B.  and  W.  B.  The  Constitution  of  Hydraulic  Cements. 
24  pp.  $0.50. 

Newberry,  S.  B.  Hollow  Concrete  Block  Building  Construction,  25 
pp.    Illus.    Cement  and  Engr.  News,  Chicago,  1905.  $0.50. 

Patton,  W.  M.  A  Practical  Treatise  on  Foundations  Explaining  Fully 
the  Principles  Involved,  Supplemented  by  Articles  on  the  Use  of  Concrete 
in  Foundations.  2nd  edition.  8vo.  xxviii+549  pp.  135  figures. 
New  York  and  London,  1907.  $5.00. 

Potter,  Thomas.  Concrete;  Its  Use  in  Building.  3d  edition.  Crown 
8vo.    London,  1908.  $3.00. 

Powell,  George  T.  and  Bauman,  Fred.  Foundations  and  Foundation 
Walls;  for  all  Classes  of  Buildings,  Pile  Driving,  Building  Stones  and 
Bricks.  5th  edition.  8vo.  Illus.  166  pp.  New  York,  1896.  Out  of 
print.  $2.00. 

Prelini,  C.  Graphical  Determination  of  Earth  Slopes,  Retaining 
Walls,  and  Dams.    New  York,  1908.  $2.00. 

Radford,  W.  A.  Cement  Houses  and  How  to  Build  Them.  157  pp. 
Illus.    New  York,  1908.  $0.50. 

Redgrave,  Gilbert  R.  and  Spackman,  Chas.  Calcareous  Cements; 
Their  Nature  and  Uses.  With  some  observations  upon  cement  testing. 
2nd  revised  edition.    234  pp.    63  plates.    London,  1905.  $4.50. 

Reid,  Homer  A.  Concrete  and  Reinforced  Concrete  Construction.  8vo. 
884  pp.    715  illus.    70  tables.    New  York,  1907.  $5.00. 

Reuterdahl,  Arvid.  Theory  and  Design  of  Reinforced  Concrete  Arch- 
es.  8vo.    132   pp.    Illus.    New  York,  1908.  $2.00. 

Rice,  H.  H.  and  Torrance,  Wm.  M.  The  Manufacture  of  Concrete 
Blocks  and  their  Use  in  Building  Construction.  8vo.  122  pp.  Illus. 
New  York,  1906.  $1.^0. 

Rice,  H.  H.  Concrete  Block  Manufacture.  Processes  and  Machines. 
8vo.    152  pp.    45  illus.    New  York,  1906.  $2.00. 

Richey,  H.  S.  Building  Mechanics'  Ready  Reference.  Cement  Work- 
ers' and  plasterers'  edition.    442  pp.    Illus.    New  York,  1908.  $1.50. 

Richey,  Harry  G.  Building  Mechanics'  Ready  Reference.  Stone  and 
brick  masons' edition.    251pp.    232  figures.    New  York,  1907.  $1.00. 

Sabin,  Louis  Carlton.  Cement  and  Concrete.  2nd  edition,  revised 
and  enlarged.  Illus.  8vo.  572  pp.  161  tables  of  tests.  New  York, 
1907.  $5.00. 

Spalding,  Frederick  P.  Hydraulic  Cement,  Its  Properties,  Testing  and 
Use.  2nd  edition.  12  mo.  x+298  pp.  31  figures.  New  York  and 
London,  1906.  $2.00. 

Sutcliffe,  George  L.  Notes  on  the  Testing  and  Use  of  Hydraulic 
Cement.    8vo.    376  pp.    66  illus.    London.  $1.00. 


APPENDIX  NO.  4 


227 


Sutcliffe,  George  L.  Concrete;  Its  Nature  and  Uses.  (Including 
a  chapter  on  reinforced  concrete.)  2nd  edition,  revised  and  enlarged. 
396  pp.    Illus.    London,  1906.  $3.50. 

Talbit,  A.  N.  Tests  of  Concrete  and  Reinforced  Concrete  Columns. 
Urbana,  University  of  111.,  1907.  Gratis. 

Talbot,  A.  N.  Tests  of  Cast  Iron  and  Reinforced  Concrete  Culvert 
Pipe.    University  of  111.,  Urbana,  1908.  Gratis. 

Talbot,  A.  N.  A  Test  of  Three  Large  Reinforced  Concrete  Beams. 
University  of  111.,  Urbana,  1909.  Gratis. 

Taylor,  W.  Purves.  Practical  Cement  Testing,  6x9  inches.  33a 
pp.  142  illus.  58  tables.  A  complete  treatise  on  modern  cement  testing- 
New  York,  1906.  $3.00. 

Taylor,  Fred  W.  and  Thompson,  Sanford  E.  A  Treatise  on  Concrete; 
Plain  and  Reinforced.  Materials,  construction,  and  design  of  concrete 
and  reinforced  concrete  with  chapters  by  R.  Feret,  W.  B.  Fuller  and 
S.   B.   Newberry.    8vo.    585   pp.    176  illus.    New  York   and  London,. 

1906.  $5.00. 

Thompson,  Sanford  E.  Reinforced  Concrete  in  Factory  Construction. 
250  pp.    159  illus.  $0.50. 

Tubesing,  Wm.  F.  Concrete  Engineers'  and  Contractors'  Pocketbook. 
Prepared  by  the  editors  o>f  "Concrete  Engineering."    192  pp.  Illus.  $1.00. 

Tucker,  R.  F.  Progress  and  Logical  Design  of  Reinforced  Concrete 
Asso.  of  American  Portland  Cement  Mfgrs.,  Phila.,  Pa.,  1906.  Gratis. 

Turneaure,  F.  E.  and  Maurer,  E.  R.  Principles  of  Reinforced  Con- 
crete Construction.     8vo.     317  pp.     130  illus.     11  plates.    New  York, 

1907.  $3.00. 

Twelvetrees,  W.  Noble.  Concrete  Steel,  A  Treatise  on  the  Theory  and 
Practice  of  Reinforced  Concrete  Construction.  Second  Impression,  Crown 
8vo.    218  pp.    73  illus.    London  and  New  York,  1906.  $1.90. 

Twelvetrees,  W.  Noble.  Concrete  Steel  Buildings,  being  a  companion 
volume  to  the  Treatise  on  "Concrete  Steel."  Crown  8vo.  408  pp.  331 
illus.    London,  1907.  $3.25. 

Vicat,  L.  J.  A  Practical  and  Scientific  Treatise  on  Calcareous  Mortars 
and  Cements,  Artificial  and  Natural.  Translated  from  the  French  by 
Capt.  J.  T.  Smith.    London,  1837.    Out  of  print. 

Warren,  F.  D.  A  Handbook  on  Reinforced  Concrete,  for  Architects, 
Engineers  and  Contractors.  2d  edition,  revised.  Crown  8vo.  271  pp. 
Illus.    Tables  and  diagrams.    New  York,  1906.  $2.50. 

Waterbury,  L.  A.  Cement  Laboratory  Manual.  A  manual  of  instruc- 
tions for  the  use  of  students  in  cement  laboratory  practice.  i2mo.  vii+ 
122  pp.    28  figures.    New  York,  1908.  $1.00. 

Watson,  Wilbur  J.  General  Specifications  for  Concrete  Work  as  Applied 
to  Building  Construction.    Flexible  cover.    6%  x  9^2.    46  pp.  Cleveland,, 

1908.  $1.00. 


228  REINFORCED  CONCRETE  IN  EUROPE 


Watson,  Wilbur  J.  General  Specifications  for  Concrete  Bridges.  Flex- 
ible cover.   6^4  x  95^.   75  pp.    13  tables.    Cleveland,  1908.  $1.00. 

Webb,  W.  L.  and  Gibson,  W.  H.  Masonry  and  Reinforced  Concrete. 
Half  Morocco.    130  pp.   60  illus.    Scranton,  1908.  $3.00. 

Winn,  J.,  Lieut.  Col.  Concrete  Steel  Construction.  London.  Out  of 
print. 

Withey,  M.  0.  Tests  on  Plain  and  Reinforced  Concrete,  in  Two  Parts. 
University  of  Wisconsin,  Series  of  1906-07.  $0.50. 

Wittekin,  D.  H.    Hollow  Concrete  Block  Houses.    Chicago,  1906.  $1.00. 


Bulletins  of  the  United  States  Geological  Survey 
on  Cement  and  Concrete. 

No.  243.  Eckel,  E.  C.  Cement  Materials  and  Industry  of  the  United 
'State.     8vo.    395  pp.    15  plates.    1905.  $0.65. 

No.  260.    The  American  Cement  Industry.   8vo.    pp.  496-505.  1905.  $0.40. 

No.  324.  Gilbert,  G.  K.,  Humphrey,  R.  L.,  Sewell,  J.  S.  and  Soule  Frank. 
The  San  Francisco  Earthquake  and  Fire  of  April  18,  1906,  and  their 
effects  on  Structures  and  Structural  Materials.    8vo.    170  pp.  Plates.  1907. 

No..  329.  Humphrey,  R.  L.  Organization,  Equipment  and  Operation  of 
the  Structural-Materials  Testing  Laboratories  at  St.  Louis,  Mo.  8vo. 
85  pp.    Plates.  1908. 

No.  331.  Humphrey,  R.  L.  and  Jordan,  Wm.  Portland  Cement  Mor- 
tars and  their  Constituent  Materials.  Results  of  tests  made  at  the  Struc- 
tural-Materials Testing  Laboratories.    8vo.    130  pp.  1908. 

No.  344.  Humphrey,  R.  L.  The  Strength  of  Concrete  Beams.  8vo. 
59  pp.     Illus.  1908. 


Mineral  Resources  of  the  United  States,  Published  Annually 
by  the  United  States  Geological  Survey. 

FOR  1901,  1902,  1903,  1904  and  1905.  Cement.  A  series  of  annual  articles 
on  the  Cement  Industry  and  the  Production  of  Cement  in  the  United 
States,  by  L.  L.  Kimball. 

For  1906,  1907.  The  Cement  Industry  of  the  United  States,  by  E.  C. 
Eckel. 


French  Books. 

Association  Internationale  des  Methodes  d'Essai  des  Materiaux  de  Con- 
struction. Serie  comprenant  environ  une  douzaine  de  proces-verbaux  de 
.cette  association  et  plus  specialement  relatifs  aux  chaux  et  ciments.  1902 
fa  1906.  Dunot  &  Pinat,  editeurs,  49  quai  des  Grands  Augustins.  Prix 
variant  de  1  a  3  francs  le  fascicule  separe. 


APPENDIX   NO.  4 


229 


Baudot,  A.  de.  ^'architecture  et  le  ciment  arme.  Paris,  58  rue  Saint- 
Lazare.    Prix :    2  francs. 

Baudot,  A.  de.  Etude  sur  le  ciment  arme.  Paris,  Librairie  de  la  Con- 
struction Moderne,  13  rue  Bonaparte.    Prix  :    2  francs. 

Baudson,  Em.  Connaissance,  recherche,  choix  et  essais  des  materiaux 
de  construction  et  de  ballastage.  Deuxieme  edition  revue  et  augmentee. 
In  vol.  in-8.  Paris,  Ch.  Beranger,  15  rue  des  Saints-Peres.  Prix:  reiie,  10* 
francs.  (Le  chapitre  premier  de  cet  ouvrage  intitule  "materiaux  divers'r 
traite  des  chaux,  ciments,  betons,  etc.) 

Barberot,  E.  Traite  de  constructions  civiles.  Troisieme  edition  revue 
et  augmentee.  Vol.  in-8,  avec  171 7  figures  dans  le  texte,  dessinees  par 
Tauteur.  Paris,  Ch.  Beranger,  15  rue  des  Saints-Peres:  Prix:  relie,  20 
francs.  (Le  chapitre  V  de  cet  ouvrage  est  entierement  consacre  au  betom 
de  ciment  arme  et  les  sous-titres  sont  les  suivants :  Ciment  arme  ma- 
teriaux employes-  donnees  diverses-  diverses  parties  de  constructions  en 
ciment  arme,  calculs  de  resistance. 

Belelubsky,  Prof.  N.  Les  ciment.  Vol  in-8,  240  x  155,  de  7  pages. 
Saint  Petersbourg. 

Berger  et  B.  Guillerme,  V.  La  construction  en  ciment  arme.  Appli- 
cations generates.  Theories  et  systemes  divers.  Preface  de  M.  E.  Cand- 
lot.  Vol.  in-8,  25  x  16,  de  viii-800  pages  avec  500  figures  et  atlas  in-4 
de  49  planches  doubles.  1904,  Paris.  Dunod  et  Pinat,  49  quai  des 
Grands  Augustins.  Prix :  broche,  40  francs.  (Une  nouvelle  edition  est 
sous  presse). 

Boero,  J.  Fabrication  et  emploi  des  chaux  hydrauliques  et  des  ciments. 
Vol.  in-8  avec  148  figures  dans  le  texte.  Paris.  Ch.  Beranger,  15.  rue 
des  Saints-Peres.    Prix:    cartonne,  10  francs. 

Boitel,  C.  Les  constructions  en  fer  et  ciment.  Extrait  de  la  revue  du 
genie.  Un  vol.  in-8  avec  62  figures.  1896.  Berger-Levrault,  5  rue  des 
Beaux-Arts.    Prix :  broche,  2  francs. 

Bonnami,  H.  Fabrication  et  controle  des  chaux  hydrauliques  et  des 
ciments  (theorie  et  pratique).  Vol.  in-8,  de  276  pages.  1888,  Paris, 
Gauthier-Villars,  55  quai  des  Grands  Augustins.    Prix:  6  fr.  50. 

Candlot,  E.  Chaux,  ciments  et  mortiers  (encyclopedie  scientifique  des 
aide-memoire,  publiee  sous  la  direction  de  Leaute).  Vol.  in-8,  190  x  no, 
de  191  pages  avec  51  figures.  1903,  Paris.  Gauthier-Villars,  55  quai 
des  Grands  Augustins.    Prix:  broche^  2  fr.  50. 

Candlot,  E.  Ciments  et  chaux  hydrauliques.  Fabrication,  proprietes„ 
emploi.  Troisieme  edition  revue  et  considerablement  augmentee.  Vol. 
in-8,  avec  144  fig.,  531  pages  et  24  tableaux  graphiques  dans  le  texte.  2 
planches  hors  texte.  1906,  Ch.  Beranger,  15  rue  des  Saints-Peres,  Paris. 
Prix  :    relie,  16  francs. 

Chabert,  F.  Le  ciment  arme  dans  les  cuveries  et  les  caves  de  conversa- 
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Christophe,  P.  Le  beton  arme  et  ses  applications.  (Deuxieme  edition 
epuisee).  Nouvelle  edition  en  preparation.  Paris.  Ch.  Beranger,  15 
rue  des  Saint- Peres.    Prix:    37  francs. 

Commission  des  Methodes  d'Essai  des  Materiaux  de  Construction.  1900. 
Tome  I.  Documents  generaux.  Methodes  d'essai  des  materiaux.  In-4,  22 
x  32,  de  86  pages  avec  figures.  Paris,  Dunod  et  Pinat,  49  quai  des 
Grands  Augustins.    Prix:  3  francs. 

Commission  du  Ciment  Arme.  Experiences,  rapports  et  propositions.  In- 
structions ministerielles  relatives  a  l'emploi  du  beton  arme.  (Ministere 
4es  Travaux  Publics,  des  Postes  et  Telegraphes).  Vol  in-4,  315  x  225,  de 
481  pages  avec  fig.  et  8  planches.  PariSj  1907,  Dunod  et  Pinat,  49  quai 
des  Grands  Augustins.    Prix:  broche,  27  fr.  50. 

Congres  de  V Association  Internationale  Pour  PEssai  des  Materiaux, 
Bruxeles,  1907.  Methodes  d'essai  des  materiaux  et  des  alliages,  des 
agglomerants,  etc.,  et  des  ciments,  recommandees  par  le  congres.  In-8, 

15  x  22,  de  48  pages  avec  5  figures.  Paris,  1907,  Dunod  et  Pinat,  49  quai 
'des  Grands  Augustins.    Prix:    1  fr.  25. 

Congres  International  des  Methodes  d'Essai  des  Materiaux  de  Con- 
structions. Communications  presentees  devant  le  congres  international 
•des  methodes  d'essai  des  materiaux  de  construction  tenu  a  Paris  du  9  au 

16  juillet,  1900.  Tome  II.  Deuxieme  partie.  Materiaux  autres  que  les 
metaux.  Vol.  in-4,  de  22  x  32,  de  210  pages  avec  nombreuses  figures  et 
six  planches.  Paris,  Dunod  et  Pinat,  49  quai  des  Grands  Augustins. 
Prix :    12  francs. 

Considere,  A.    Essai  a  outrance  du  Pont  d'lvry.  In-8,  de  46  p.  10  fig.  et 

1  tableau.    1903,  E.  Bernard  et  Cie,  1  rue  de  Medicis.    Prix:  3  francs. 
Considere,  A.     Le  beton  frette  et  ses  applications.     In-8,  68  p.  12  fig. 

Dunot  et  Pinat,  49  quai  des  Grands  Augustins,      Paris,  1907.    Prix : 

2  fr.  50. 

Considere,  A.  Influence  des  armatures  metalliques  sur  les  proprietes  des 
mortiers  et  betons.    1899.    Extrait  du  "Genie  Civil." 

Considere,  A.  Resistance  a  la  compression  du  beton  arme  et  du  beton 
Irette.    1902.   Extrait  du  "Genie  Civil." 

Constructions  in  Iron  and  Cement.    Les  "Annales  de  la  Construction" 
-ont  fait  paraitre  une  serie  d'etudes  sur  les  constructions  en  fer  er  ciment 
et  leur  ensemble  que  Ton  peut  se  procurer  chez  Beranger,  15  rue  des 
Saints-Peres,  Paris,  forme  un  total  de  16  travaux  differents  representant 
24  livraisons  a  deux  francs  soit  48  francs. 

Daubresse,  P.  De  Femploi  des  ciments  Portland  dans  les  constructions 
civiles  et  industrielles.    Bruxelles,  1897. 

Debauve.  Les  materiaux  de  construction.  In-8,  16  x  25,  de  680  pages 
:avec  174  figures  et  atlas  24  x  31,  de  30  planches  1894,  Dunod  et  Pinat, 
49  quai  des  Grands  Augustins.  Prix:  35  francs.  (Un  chapitre  de  cet 
v.ouvrage  est  reserve  aux  chaux,  ciments  et  mortiers). 


APPENDIX   NO.  4 


231 


Denfer,  J.  Magonnerie.  Encyclopedic  des  travaux  publics.  Deux  vol. 
grand  in-8,  avec  794  figures  dans  le  texte.  Ch.  Beranger,  15  rue  des  Saints- 
Peres,  Paris.  Prix:  40  francs.  (Le  chapitre  xi  de  cet  important  ouvrage 
est  entierment  consacre  aux  chaux  et  ciments). 

Dreschel,  B.  Le  petit  livre  du  ciment  (extrait  de  la  Revue  des  ma- 
teriaux de  construction  et  de  travaux  publics).  In-8,  240  x  155,  de  28  p. 
Paris.  Dunot  et  Pinat,  49  quai  des  Grands  Augustins.  1906.  Prix: 
broche,  1  fr.  50. 

Dubois,  J.  Notice  stir  les  constructions  en  ciment  arme.  2eme  edition, 
1898.  Vol.  in-8  avec  figures.  Paris,  Dunod  et  Pinat,  49  quai  des  Grands 
Augustins.    Prix:  3  francs. 

Duquesnay.  Les  mortiers  et  les  ciments.  In-8,  16  x  25,  de  186  pages 
avec  33  figures  et  3  planches,  1883.  Paris,  Dunod  et  Pinat,  49  quai  des 
Grands  Augustins.    Prix:    11  francs. 

Durand-Claye,  Derome  et  Feret,  R.  Chmr'e  appliquee  a  l'art  de  l'ingenieur. 
Premiere  partie — Analyse  chimique  des  materiaux  de  construction. 
Deuxieme  Partie— iStude  special  e  des  materiaux  d'agregation.  (Encyclo- 
pedic des  travaux  publics,  publiee  sous  la  direction  de  Lechalas).  Vol. 
grand  in-8,  de  xiii — 585  pages,  2eme  edition,  1897.  Paris,  Ch.  Beranger, 
15  rue  des  Saints-Peres.    Prix:  15  francs. 

Feret,  R.  Etude  experimentale  du  ciment  arme  (encyclopedie  indus- 
trielle  fondee  par  Lechalas).  In-8,  255  x  165,  de  iv — 782  pages  avec  197 
figures.  1906,  Paris,  Gauthier-  Villars,  55  quai  des  Grands  Augustins. 
Prix :    20  francs. 

Feret,  R.  Addition  de  pouzzolanes  aux  ciments  Portland  dans  les 
travaux  maritimes.  Brochure  in-8,  avec  1  planche.  Paris,  E.  Bernard 
et  Cie,  1  rue  de  Medicis.    Prix:    1  fr.  50. 

Kersten,  C.  La  construction  en  beton  arme.  Guide  theorique  et 
pratique.  Traduit  d'apres  la  troisieme  edition  allemande  par  P.  Poin- 
signon.  Premiere  partie.  Calcul  et  execution  des  formes  elementaires. 
In-8,  de  230  x  140,  de  194  pages  avec  119  figures,  1907.  Prix:  6  francs. 
Deuxieme  partie.  Applications  a  la  construction  en  elevation  et  en  sous- 
sol.  280  pages  avec  497  figures.  1908.  Prix  :  9  francs.  Paris,  Gauthier- 
Villars,  55  quai  des  Grands  Augustins. 

Lavergne,  Gerard.  Constructions  en  ciment  arme.  Etude  de  divers 
systems.  Principe,  principaux  avantages,  applications.  Inconvenient^ 
et  essais  du  ciment  ?.rme,  calcul  des  pieces,  exemples  de  constructions  en 
ciment  arme.  In-S,  avec  89  figures.  2eme  edition,  1901.  Paris,  Ch. 
Beranger,  15  rue  des  Saints-Peres.    Prix:  cartonne,  6  francs. 

Le  Chatelier.  Recherches  experimentales  sur  la  constitution  des  mor- 
tiers hydrauliques.  Vol.  in-8,  255  x  165,  de  iv — 196  pages  avec  3  planches. 
2eme  edition,  1904.  Paris,  Dunod  et  Pinat,  49  quai  des  Grands  Augustins. 
Prix  :   broche,  6  francs. 


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Le  Chatelier.  Essai  des  materiaux  hydrauliques.  Vol  in-8.  19  x  12,  1904^ 
Paris,  Gauthier-Villars,  55  quai  des  Grands  Augustins :  Prix :  brocher 
2  fr.  50. 

Leduc,  E.  Chaux  hydrauliques  et  ciments  de  grappiers.  Vol.  in-4,  315. 
x  245,  de  20  pages  avec  6  figures,  1906.  Paris,  Dunod  et  Pinat,  49  quai 
des  Grands  Augustins.    Prix :    broche,  3  francs. 

Leduc,  E.  Chaux  et  ciments  (encyclopedic  industrielle).  Vol.  in-16, 
180,  180  x  115,  de  484  pages  avec  119  figures,  1902.  Paris,  J.  B.  Bailliere, 
19  rue  Hautefeuille.    Prix:  cartonne,  5  francs. 

Lefort,  L.  Calcul  des  poutres  droites  et  planchers  en  beton  de  ciment 
arme.  In-8,  250  x  160,  de  vi — 162  pages  avec  48  figures  et  7  abaques. 
1899.    Paris,  Ch.  Beranger,  15  rue  des  Saint-Peres.    Prix:  relie,  8  francs. 

Liebeaux.  Des  applications  du  ciment  arme.  In-4,  230  x  320,  de  35 
pages  avec  38  figures,  1902.  Paris,  Dunod  et  Pinat,  49  quai  des  Grands 
Augustins.    Prix :    2  f  r.  50. 

Mahiels,  Armand.  Le  beton  et  son  emploi.  Materiaux,  chantiers,  cofY- 
rages,  prix  de  revient,  applications.    Benard,  Liege,  15  francs. 

Manufacture  of  Lime  and  Ciment.  Dans  les  "Annales  de  la  Construc- 
tion" ont  paru  une  serie  d'articles  sur  la  fabrication  des  chaux  et  ci- 
ments, que  l'on  peut  se  procurer  chez  Beranger,  15  rue  des  Saints-Peres, 
Paris.  Ces  articles  forment  un  ensemble  de  8  travaux  differents,  en 
livraison  a  2  francs  soit  28  francs. 

Materiaux  Hydrauliques.  Sous  ce  titre  general,  la  maison  Dunod  et 
Pint,  49  quai  des  Grands  Augustins,  Paris,  a  edite  un  assez  grand 
nombre  de  petits  fascicules  se  rapportant  aux  materiaux  hydrauliques  mais 
qui  sont,  pour  la  plupart,  la  reproduction  d'articles  de  journaux  et  de 
periodiques.  Ceux  qui  sont  plus  speciaux  aux  ciments  sont  au  nombre 
d'une  douzaine  environ  et  chacun  d'entre  eux  est  vendu  a  des  prix  variant 
entre  1  fr.  50  et  10  francs.  (Le  catalogue  de  la  Maison  Dunod  donne 
l'enumeration  complete  de  ces  fascicules). 

Merceron-Vicat.  Chaux  hydrauliques  et  ciments.  Composition  des  chaux 
hydrauliques  et  des  ciments.  Mode  de  durcissement  des  gangues  hy- 
drauliques. Petit  in-8,  1885.  Paris,  Gauthier-Villars,  55  quai  des  Grands 
Augustins.    Prix :    1  fr.  50. 

Mesnager,  A.  Commission  du  ciment  arme.  Experiences,  rapports,, 
propositions  et  intentions  ministerielles.  Paris,  1908,  8vo,  480  pp. 

Morel,  Marie-Auguste.  Le  ciment  arme  et  ses  applications  (encyclo- 
pedic scientifique  des  aide-memoire,  publiee  sous  la  direction  de  M. 
Leaute).  In-8,  190  x  120,  de  158  pages  avec  100  figures.  1902.  Paris 
Gauthier-Villars,  55  quai  des  Grands  Augustins.    Prix :  broche,  2  f r.  50. 

Nivet,  A.  Methodes  de  calcul  du  beton  arme,  avec  baremes  pour  en 
determiner  les  dimensions.  In-8,  de  168  pages  avec  28  figures  et  nom- 
breux  tableaux.  Paris,  Dunod  et  Pinat,  49  quai  des  Grands  Augustine. 
Prix:    broche,  7  francs;  cartonne,  8  fr.  25. 


APPENDIX   NO.  4 


233 


Noe,  H.  de  la.    Ciment  arme.    Annales  des  Ponts  et  Chaussees,  I.  1809, 

P.  1. 

Oslet.  Materiaux  de  construction  et  leur  emploi.  (Chapitre  entiere- 
ment  consacre  aux  chaux  et  ciments).  Vol.  in-4,  20  x  30,  de  668  pages  avec 
643  figures.  Paris,  Dunod  et  Pinat,  49  quai  des  Grands  Augustins.  Prix : 
21  francs. 

Perret,  Auguste.  Chaux  ciments  et  mortiers.  (Encyclopedie  pratique 
de  chimie  industrielte,  publiee  sous  la  direction  de  M.  F.  Billon).  26eme 
volume  de  la  collection.  In-8,  180  x  130,  de  160  pages  avec  38  figures. 
1902.    Paris,  E.  Bernard  et  Cie,  1  rue  de  Medicis.    Prix :  broche,  1  f  r.  50. 

Pillet,  F.  J.  Trois  nouvelles  applications  du  ciment  arme  et  de  ses 
derives.  1 — La  construction  navale.  2 — Le  materiel  roulant.  3 — La  car- 
rosserie  automobile.  Vol  in-4,  300  x  200,  de  25  pages  avec  4  planches. 
1901.    Chez  l'auteur,  38  boulevard  Garibaldi,  Paris. 

Planat,  P.  Recherches  sur  la  theorie  des  ciments  armes.  (Resume 
d'articles  publiees  dans  le  Journal.  La  construction  moderne  a  partir  de 
decembre  1893).  Grand  in-8  de  v — 226  pages.  Paris,  Librairie  de  la 
Construction  Moderne,  13  rue  Bonaparte. 

Planat,  P.  Theorie  des  poutres  droites  en  fer  et  ciment.  (Bibliotheque 
de  la  Construction  Moderne).  Grand  in-8,  de  126  pages.  Paris,  Aulanier 
et  Cie,  13  rue  Bonaparte. 

Planat,  P.  Voutes  et  beton  arme\  (troisieme  volume  d'un  ouvrage  en 
5  volumes  intitule:  l'Art  de  Batir).  Paris,  Librairie  de  la  Construction 
Moderne,  13  rue  Bonaparte.    Prix:    20  francs. 

Prudhomme,  L.  Ccurs  pratique  de  construction.  (Un  chapitre  de  cet 
ouvrage  est  exclusivement  consacre  aux  mortiers  et  aux  betons).  2  vol. 
in-8,  avec  365  figures.  Paris,  Ch.  Beranger,  15  rue  des  Saints-jPeres. 
Prix :    16  francs. 

Riboud.  Notice  Fur  un  pont  en  beton  arme,  systeme  Hennebique,  con- 
struit  sur  l'Aisne  a  Soissons.  Vol.  avec  fig.  et  1  planche.  Paris,  E.  Ber- 
nard et  Cie,  1  rue  de  Medicis.    Prix :    7  f r.  50. 

Simonet,  E.  Magonnerie.  (Dans  deux  chapitres  de  cet  ouvrage  sont 
traitees  les  questions  des  chaux  et  ciments  et  de  la  construction  en  fer  et 
ciment  et  ciment  arme).  In-8,  12  x  18,  de  442  pages  avec  102  figures.  1897, 
Paris,  Dunod  et  Pinat,  49  quai  des  Grands  Augustins.  Prix :  reliure 
souple,  10  francs. 

Stoffler,  E.  La  pierre  artificelle.  Fabrication  des  briques  en  gres  silico 
calcaires.    Paris,  1907. 

Teescod,  de  et  Maurel,  A.  Traitee  theorique  et  pratique  de  la  re- 
sistance des  materiaux  appliquee  au  beton  et  au  ciment  arme.  In-8,  de 
250  x  160,  de  viii — 640  pages  avec  199  figures.  1904,  Pa /is,  Ch.  Be- 
ranger, 15  rue  des  Saints-Peres.    Prix:  relie,  25  francs. 


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Tedesco,  N.  de  et  Forestier,  V.  Recue;l  de  types  de  ponts  pour  routes 
en  ciment  arme  calcules  conformement  a  la  circulaire  ministerielle  du  20 
octobre,  1906.  (Encyclopedie  des  travaux  publics  fondee  par  Lechalas). 
In-8,  255  x  165,  de  iv — 307  pages  avec  54  figures  et  atlas  320  x  160  de  8 
planches  1907,  Paris,  Ch.  Beranger,  15  rue  des  Saints-Peres.  Prix: 
broche,  25  francs. 

Vierendeel,  A.  Cours  de  stabilite  des  constructions  professe  a  l'Uni- 
versite  de  Louvain.  Tome  VI :  Maconneries,  fondations,  beton  arme. 
1907,  Paris,  Dunod,  49  quai  des  Grands  Augustins.    Prix :  16  francs. 


German,  Austrian  and  Swiss  Books. 

Amtliche  Ausgabe.  Oesterreichische  Betonbestimmungen.  16  pages 
Berlin,  1908.  M.0.50. 

Amtliche  Ausgabe.  Preussische  Bestimmungen  fur  die  Ausfiihrung  von 
Konstruktionen  aus  Eisenbeton  bei  Hochbauten.  May  24,  1907.  Berlin. 
M.0.60. 

Amtliche  Ausgabe.  Kormen  fur  die  einheitliche  Lieferung  und  Priifung 
von  Portlandzement.    Runderlass  vom  28/7,  1887,  23/4^  1897,  and  19/2, 

1902.  Berlin,  1902.  jVLo.30. 

Ast,  Feodor.    Apparate  und  Gerate  zur  Priifung  von  Portland-zement. 

1903.  M.i. 

Ast,  Feodor.    Herstellung  der  Zementrohre.    1905.  M.2.25. 
Ast,  Feodor.      Der  Betonbaublock.      Mit  vielen  Abbildungen.  1906. 
M.i. 25. 

Ast,  Feodor.  Der  Beton  und  seine  Anwendung.  Mit  347  Abbildungen. 
Berlin,  1907.  M.io. 

Ausstellung,  Diisseldorf.  Portland  Zement  und  Beton-Industrie  auf  der 
Diisseldorfer  Ausstelhing.    1903.  M.3.50. 

Bach,  C.  v.  Mitteilungen  iiber  Herstellung  von  Betonkorpern.  I  u. 
II.    Stuttgart,  1903.  M.5.20. 

Bach,  C.  v.  Versuche  iiber  den  Gleitwiderstand  einbetonierten  Eisens. 
Stuttgart,  1904.  M.i. 

Bach,  C.  v.    Druckversuche  mit  Eisenbetonkorpern.  Stuttgart,  1905.  M.i. 

Bach,  C.  v.  Ueber  Versuche  mit  einbetonierten  Thacher  Eisen.  Stutt- 
gart, 1907.    I.  Teil.  M.i. 

Bach,  C.  v.  Ueber  Versuche  mit  Eisenbetonbalken.  Stuttgart,  1908. 
II.  Teil.  M.3. 

Bach,  C.    See  "Forscherarbeiten  auf  dem  Gebiete  des  Eisenbetons." 

Barkhausen.  Theorie  der  Verbundbauten  in  Eisenbeton  und  ihre  An- 
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Bazali,  M.  Tabellen  zur  Berechnung  von  Saulen  aus  Eisenbeton.  16 
Abbildungen.    1907.  M.1.60. 


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Bazali,  M.  Tabelleu  zur  schnellen  Bestimmung  der  Querschnitte, 
Momente  und  Spannung  von  Eisenbetonplatten.    36  Seiten.  1907.  M.1.20. 

Bazali.    Zahlenbeispiele  fur  Eisenbeton.    Berlin,  1908.  M.5.00. 

Bischof.    Die  feuerfesten  Tone.    3  Auflage.    1904.  M.12. 

Bosch,  J.  B.    See  "Forscherarbeiten  auf  dem  Gebiete  des  Eisenbetons." 

Boerner,  F.  Statische  Tabellen.  Belastungsangaben  und  Formeln  zur 
Aufstellung  von  Berechnungen  fur  Baukonstruktionen.  Mit  Karte.  2 
Auflage.    1907.  M.3.50. 

Bulnheim,  M.  Grundsatze  fur  statische  Berechnungen  der  Eisenbe- 
tonbauten  und  Ersatzstofte.    Dresden,  1907.  M.5.00. 

Busing  &  Shumann.  Der  Portlandzement  und  seine  Anwendung  im 
Bauwesen.  (Verfasst  im  Auftrage  des  Vereins  der  Portlandzement-fabri- 
kanten).    3  Auflage.    Berlin,  1905.  M.10.50. 

Castner.  Der  Zement  und  seine  rationelle  Verwertung  zu  Bauzwecken. 
Leipzig;  1900.  M.1.20. 

Christophe,  Paul.  Der  Eisenbeton  und  seine  Anwendung  im  Bauwesen. 
Mit  vielen  Abbildungen.    2  Auflage.    Berlin,  1905.  M.35. 

Dewitz,  H.  Statische  Untersuchung  und  Beschreibung  einer  Betonbo- 
genbriicke  mit  Granitgelcnken.    1905.  M.1.50. 

Dieck,  Herm.    Mortel.    Mit  Karte.    2  Auflage.    1904.  M.1.50. 

Emperger,  F.  von.  Graphische  Berechnung  von  Balken  aus  Eisenbeton. 
Mit  Abbildungen  &  Karte.    Berlin,  1903.  M.2. 

Emperger,  F.  von.  Berechnung  beiderseits  armierter  Balken.  Mit  vielen 
Abbildungen.    Berlin.    1903.  M.5. 

Emperger,  F.  von.  See  "Forscherarbeiten  auf  dem  Gebiete  des  Eisen- 
betons/' 

Emperger,  F.  von.  Handbuch  fiir  Eisenbetonbau.  In  4  Banden,  der  III 
Band  in  3  Teilen,  der  IV  Band  voraussichtlich  in  2-3  Teilen. 

I.  band.  "Entwickelungsgeschichte  und  Theorie  des  Eisenbetons." 
Berlin,  1908.  Umfang  etwa  30  Bogen  in  Lexikonformat,  mit  504  Textab- 
bildungen.    Preis,  geheftet,  etwa  M.22.    Preis,  dauerhaft  gebunden,  M.25. 

II.  band.  "Der  Baustoff  und  seine  Bearbeitung."  Berlin,  1908.  Lexi- 
konformat, mit  371  Textabbildungen  und  1  Doppeltafel.  Preis,  geheftet, 
M.12.    Preis,  dauerhaft  gebunden,  M.15. 

in.  band.  "Bauausfiihrungen  aus  dem  Ingenieurwesen."  Berlin,  1908. 
1  Teil,  Lexikonformat  mit  547  Textabbildungen  and  4  Doppeltafeln.  Preis, 
geheftet,  M.15.  2  Teil,  Lexikonformat  mit  503  Textabbildungen  and  1 
Doppeltafel.  Preis,  geheftet,  M.15.  1  und  2  Teil  in  einem  Band,  dauerhaft 
gebunden,  M.34.  3  IVil,  Lexikonformat  mit  700  Textabbildungen  und  3 
Tafeln.    Preis,  geheftet,  etwa  M.25.    Preis,  gebunden,  M.28. 

iv  band.    (In  Vorbereitung). 

Emperger,  F.  von.  Rolle  der  Haftfestigkeit  im  Verbundbalken.  Ber- 
lin, 1905.  M.3.00. 


236 


REINFORCED  CONCRETE  IN  EUROPE 


Feret,  R.  Abhangigkeit  der  Haftfestigkeit  von  Beton  auf  Eisen  von 
der  Menge  des  zum  Anmachen  verwendeten  Wassers.    1906.  M.1.50. 

Finkelstein.  Der  armierte  Beton.  (System  Hennebique).  Czernowitz, 
1901.  M.2. 

Folzer.  Betoneisenkonstruktionen.  4  Auflage.  Mit  18  Bildern  und  10 
Tafeln.    Berlin,  1908.  M.9.00. 

Forchheimer,  Ph.    Die  Berechnung  ebener  und  gekrummter  Behalter 
boden.    2  Auflage.    Berlin,  1909.  M.8.00. 

Forscherarbeiten  auf  dem  Gebiete  des  Eisebetons.  Part  1st: — Kleinlogel, 
Adolf.  Die  Dehnungsfahigkeit  nichtarmierten  und  armierten  Betons. 
Wien,    1904.  M.4.0D. 

Part  2nd : — Weiske,  Paul.  Graphostatische  Untersuchung  der  Beton- 
und  Betoneisentrager.    Wien,  1904.  M.4.00. 

Part  3rd : — Emperyer,  Frits  v.  Die  Rolle  der  Haftestigkeit  in  den  Ver- 
bundbalken.    Berlin,  1905.  M.4.00. 

Part  4th : — Grabowski,  Kazimir.  Formanderungsarbeit  der  Eisenbeton- 
bauten  bei  Biegung.    Berlin,  1906.  M.4.00. 

Part  5th : — Emperger,  Fritz  v.  Die  Abhangigkeit  der  Bruchlast  vom 
Verbunde.    Berlin,  1906.  M300. 

Part  6th : — Probst,  Emil.  Das  Zusammenwirken  von  Beton  und  Eisen. 
Berlin,  1906.  M.3.00. 

Part  7th: — Shitkewitsch,  N.  A.  Monolitat  der  Betonbauten.  Berlin, 
1906.  M.5.00. 

Part  8th : — Emperger,  Fritz.  Versuche  mit  Saulen  aus  Eisenbeton  und 
mit  einbetonierten  Eisensaulen.    Berlin,  1908.  M.5.00. 

Part  9th : — Bosch,  J.  B.  Berechnung  der  gekreuzt  armierten  Eisen- 
betonplatte  und  der  en  Aufnahmetrager  unter  Beriicksichtigung  der  Kraft- 
wirkkungen  nach  zwei  Richtungen.    Berlin,  1908.  M.3.60. 

Part  39th : — Griibler,  M.  Vergleichende  Festigkeitsversuche  an  Kor- 
pern  aus  Zementmortel.    Forschungsarbeiten.    Berlin,  1907. 

Part  40th : — Bach,  C.    Versuche  mit  Eisenbetonbalken.    Berlin,  1907. 

Forster,  M.  Das  Material  und  die  statische  Berechnung  der  Eisen- 
betonbauten  unter  besonderer  Beriicksichtigung  der  Anwendung  im  Bau- 
ingenieurwesen.    Leipzig,  1907.  M.6.00. 

Gary,  M.  Prof.    Die  Zementrohren.    4  Auflage.    Berlin,  1906.  M.1.50. 

Gehler,  W.  Betonpfahle  Patent  Strauss  mit  63  Abbildungen  u.  16 
Tafeln.    Berlin,  1909.  M.3.00. 

Goeldel,  P.  Praxis  und  Theorie  des  Eisenbetons.  Mit  317  Abbildungen. 
Berlin,  1908.  M.8.00. 

Grabowski,  Kazimir.  See  "Forscherarbeiten  auf  dem  Gebiete  des  Eisen- 
betons." 

Grohmann.  Betonierungen  unter  Wasser  bei  der  Schleusenanlage  in 
Nussdorf.    1903.  M.3.25. 

Griibler,  M.    See  "Forscherarbeiten  auf  dem  Gebiete  des  Eisenbetons." 


APPENDIX   NO.  4 


237 


Gunther.  Berechnung  von  Eisenbeton  und  Steineisendecken,  Platten- 
balken  und  Steineisendecken,  u.  s.  w.    Berlin,  1908.  M.300. 

Gutzwiller.    Die  neue  Basler  Rheinbriicke.    1906.  M.1.60. 

Haberkalt  Karl,  and  Postuvanschitz,  Dr.  Fritz.  Die  Berechnung  der 
Tragwerke  aus  Betoneisen  oder  Stampfbeton.  (Auf  Grund  der  Vor- 
schriften  des  k.  k.  Ministeriums  des  Innern  vom  15  November).  1907.  Z. 
37,295.    Wien.    M.i  2.00. 

Haberstroh,  H.    Der  Eisenbeton  im  Hochbau.    Leipzig,  1908.  M.5.00. 

Habianitsch,  S.  Neuere  Zementforschungen.  Berlin,  1908.  124  pages. 
M.3.00. 

Haimowici,  E.  Graphische  Tabellen  und  Dimensionierung  von  Eisen- 
betonplatten,  Eisenbetondecken  bezw.  Balken.  Mit  5  Tafeln.  1906. 
M.15.00. 

Hagn,  H.  Schutz  der  Eisenkonstruktionen  gegen  Feuer.  Mit  163 
Abbildungen.    Berlin,  1904  M.2.00. 

Hambloch.  Trass  und  seine  praktische  Verwendung  im  Baugewerbe. 
1907.  M.0.60. 

Hambloch.    Der  Lorcittuff  von  Bell.    1904  M.0.60. 

Hambloch.  Der  rhcinische  Schwemmstein  und  seine  Anwendung  in  der 
Bautechnik.    1903.  M.G.60. 

Hambloch.  Der  rheinische  Trass  als  hydraulischer  Zuschlag  in  seiner 
Bedeutung  fur  das  Baugewerbe.    1903.  M.2.00. 

Heintel.  Berechnung  der  Einsenkung  von  Eisenbetonplatten.  Berlin, 
1909.  M.2.60. 

Herzan.  Beton  &  Eisen  in  den  modernen  Bauten.  (Tschechisch). 
Prag,  1904 

Herzan.  Betonoalkenbriicken  und  deren  statische  Berechnung. 
(Tschechisch).    Prag,  1904. 

Herzan.  Bauten  moderner  Art  fur  Wasserleitungszwecke.  (Tschechisch). 
Prag,  1904. 

Hess.  Leitfaden  fur  die  Berechnung  von  Eisenbetonkonstruktionen  r. 
Berlin,  1908.  M.3.80. 

Hilgard.  Ueber  neue  Fundierungsmethoden  mit  Betonpfahlen.  1907. 
M.1.40. 

Ingenieurs  Taschenbuch.  Herausgegeben  v.  akadem.  Verein  "Hutte." 
19  neu  bearbeitete  und  verm.  Aufl.  1905.  In  zwei  Ganzlederbanden, 
M. 18.00.    In  zwei  Leinenbanden,  M. 16.00. 

Jaray.    Zu  den  Fragen  von  Betoneisenkonstruktionen.  1907.  M.1.00. 

Jaray.    Theorie  der  Aufgaben  des  Betoneisenbaues.  1907.  M.1.70. 

Johrens,  Ad.  Hilfsmittel  fur  Eisenbeton-Berechnungen.  Mit  22  Abbil- 
dungen and  11  Tafeln.  Wiesbaden,  1907.  M.4.60. 


238 


REINFORCED  CONCRETE  IN  EUROPE 


Kaufmann,  G.  Tabellen  fur  Eisenbeton-Konstruktionen.  Zusammen- 
gestellt  im  Rahmen  des  Ministerialerlasses  vom  24  Mai,  1907.  Mit  Karte. 
2  Auflage.    1907.  M.4.50. 

Kersten,  C.  Der  Eisenbetonbau.  1  Teil — Ausfiihrung  und  Berechnung 
der  Grundformen.    Mit  170  Abbildungen.    5  Auflage.    1908.  M.3.00. 

2  Teil — Anwendung  im  Hoch-  und  Tiefbau.  Mit  447  Abbildungen.  3 
Auflage.    1907.  M.3.60. 

Kersten,  C.  Briicken  in  Eisenbeton.  1  Teil — Platten-  und  Balkenbriick- 
en.     Mit  472  Textabbildungen.   1909.  M.5.20. 

Teil  2 — Bogenbriicken.    Mit  356  Textabbildungen.  1907.  M.4.00. 

Kleinlogel,  Adolf.  See  "Forscherarbeiten  auf  dem  Gebiete  des  Eisen- 
betons." 

Koenen.  Grundziige  fiir  stat.  Berechnung  der  Beton-  und  Betoneisen- 
bauten.   Mit  11  Abbildungen.   3  Auflage.    1906.  M.1.50. 

Kolbe.    Die  wichtigsten  Decken  und  Wande  der  Gegenwart.  1905.  M.7.50. 

Lederer,  Arthur.  Analytische  Ermittelung  und  Anwendung  von  Einfluss- 
linien  einiger  im  Eisenbetonbau  haufig  vorkommender  statisch  unbestimm- 
ter  Trager  mit  113  Textabbildungen  u.  23  Seiten  Tabellen.  Berlin,  1909. 
M.4.20. 

Leibbrand.  Betonbrucken  mit  Granitgelenk  iiber  den  Eyach.  Mit  10 
Abbildungen  and  1  Kupfertafel.   1898.  M.2.00. 

Leibbrand.  Neckarbriicke  bei  Neckarhausen.  (Betonbriicke).  Mit  24 
Abbildungen  and  2  Tafeln.    1903.  M.2.00. 

Liebold,  B.  Zement  in  seiner  Verwendung  im  Hochbau  und  der  Bau 
mit  Zement  Beton.    Mit  143  Abbildungen  and  5  Tafeln.    1875.  M.7.00. 

Linse.  Der  eisenverstarkte  Beton.  (Sep.  Abdruck  aus  "Stahl  und 
Eisen").  Diisseldorf.   1903.  M.1.50. 

Luckemann,  H.  Der  Grundbau.  Mit  200  Abbildungen  und  8  Tafeln. 
Berlin,  1906.  M.7.00. 

Madsen,  L.  Friihzeitige  danische  Zementuntersuchungen  und  Versuche, 
die  Eigenschaften  und  Verwendbarkeit,  besonders  in  der  Kriegsbautechnik 
des  Portland-Zementbetons  betreffend.    1906.  M.1.50. 

Martens,  Prof.  A.  Prufung  der  Druckfestigkeit  von  Beton.  Mitteilung 
aus  der  konigl.  mechan.  techn.  Versuchsanstalt  zu  Charlottenburg.  Mit 
23  Abbildungen.    1906.  M.0.75. 

Melan.  Die  Beton-Eisenbrucke  Chauderon-Montbenon  in  Lausanne.  Mit 
7  Abbildungen  und  3  Tafeln.    1906.  M.2.50. 

Melan.  Die  Beton-  Eisenbriicke  iiber  den  Polcevera,  Wildfluss  bei 
Genua.    1906.  M.1.40. 

Merkbuch  fiir  den  Zement,  Beton-  and  Eisenbetonbau.  Viele  Abildung- 
en.    1906.  M.0.75. 

Meyer,  A.  Ing.  Studie  iiber  die  Konstitution  des  Portland-zements. 
1903.  M.4.50. 


APPENDIX   NO.  4 


239 


Milankovich.    Beitrag  zur  Theorie  des  Betoneisentragers.  1905.  M.1.00. 

Modelltheater.  Denkschrift  uber  die  Brandversuche  im  Wiener  Modell- 
theater,  durchgefuhrt  vom  Oesterr.  Ingenieur  &  Architekten  Verein  im 
Jahre  1905.    Mit  2  Textabbildungen  und  1  Tafel.    1906.  M.3.00. 

Mohr.  Abhandlungen  aus  dem  Gebiete  der  technischen  Mechanik.  Mit 
406  Textabbildungen.    1906.    M.  15.00. 

Moller,  M.  Untersuchungen  an  Plattentragern  aus  Eisenbeton.  Berlin, 
1907.  M.6.00. 

Morsch,  E.    Isarbriicke  bei  Griinwald.    1905.  M.0.50. 

Morsch,  E.    Schub-  and  Scherfestigkeit  des  Betons.  1905.  M.0.40. 

Morsch,  E.    Berechnung  von  eingespannten  Gewolben.  1906.  M.0.60. 

Morsch,  E.  Der  Eisenbeton,  seine  Theorie  und  Anwendung.  Dritte 
vollstandig  neu  bearbeitete  und  vermehrte  Auflage.  Herausgegeben  von 
Wayss  &  Freitag  A.  G.    Stuttgart,  1908.  M.6.50. 

Mtiller,    Portland-zementfabrikation  in  Amerika.    1905.  M.5.00. 

Miiller,  R.  Eisenbeton-Balken  uber  die  Eage  und  das  Wandern  der 
Nullinie  und  die  Verbiegung  der  Querschnitte.    Berlin,  1909.  M.7.50. 

Miiller-Wolle.     Neue  Versuche  an  Eisenbetonbalken.  Berlin,  1909.  M.7.50. 
Naske,  K.    Portland-zmentfabrikation.  Mit  183  Abbildungen  &  Tafel. 
Eeipzig,  1903.  M.10.00. 

Nitzsche.  Materialbedarf  und  Dichtigkeit  von  Betonmischungen.  1907. 
M.1.60. 

Nowak,  A.  Der  Eisenbetonbau  bei  den  neuen  von  der  k.  k.  Eisenbahn- 
baudirektion  hergestellten  Bahnlinien  Oesterreichs.  (Bedeutend  erweiter- 
ter  Sonderabdruck  aus  der  Zeitschrift  "Beton  &  Eisen.")  Mit  81  Textab- 
bildungen und  6  Tafeln.   1907.  M.4.00. 

Pilgrim.    Theoretische  Berechnung  der  Betoneisenkonstruktionen.  Mit 
78  Textabbildungen.    1907.  M.2.80. 
Postuvanschitz,  Dr  Fritz.    See  "Haberkalt,  Karl." 

Probst,  Emil.  Einfluss  der  Armatur  und  der  Risse  im  Beton  auf  die 
Tragfahigkeit.    M.  15.00. 

Probst,  Emil.    See  "Forscherarbeiten  auf  dem  Gebiete  des  Eisenbetons." 

Ramisch  &  Goldel.  Bestimmung  der  Starken,  Eisenquerschnitte  und  Ge- 
wichte  von  Eisenbetonplatten.    Berlin,  1906.  M.3.00. 

Ritter.    Bauweise  Hennebique.  Zurich,  1905.  M.1.40. 

Rehbein.    Monierbauweise.    2  Auflage.    Berlin,  1894.  M.7.50. 

Rohland,  Dr.  P.  Der  Portlandzement  vom  physikalisch-chemischen 
Standpunkt.    1903.  M.3.60. 

Rohland,  Dr.  P.    Der  Stuck-  und  Estrichgips.    1904.  M.2.25. 

Rossle.    Der  Eisenbeton.    1907.  M.0.80. 


240 


REINFORCED  CONCRETE  IN  EUROPE 


Saliger,  Rudolf.  Festigkeit  veranderl.  elastischer  Konstruktionen,  ins- 
besondere  von  Eisenbetonbauten.     Stuttgart,  1904.  M.4.00. 

Saliger,  Rudolf.  Der  Eisenbeton  in  Theorie  &  Konstruktion.  Mit  vielen 
Abbildungen.    Leipzig,  1908.  M.5.00. 

Schellenberg,  G.  Eisenbeton  Tabellen  fur  Platten  und  Unterziige.  1906. 
M.  10.00. 

Schmatolla.    Brennofen.  1904.  M.4.80. 

Schmid.    Brenzbriicke  bei  Heidenheim.    1904.  M.2.00. 

Schmidt,  Dr.  Oskar.  Der  Portlandzement.  Auf  Grund  chemischer  & 
petrographischer  Forschung.    Mit  8  Abbildungen.    1906.  M.4.00. 

Schmiedel.    Die  Statik  des  Eisenbetonbaues.  Berlin,  1908.  M.3.00. 

Schnyder,  M.  Ing.    Armierter  Beton.    1907.  M.1.60. 

Schoch,  Prof.  Dr.  C.  Moderne  Aufbereitung  der  Mortel-Materialien. 
Mit  226  Abbildungen  &  5  Tafeln.    2  Auflage.    1904.    M. 15.00. 

Scholer,  R.  Die  Statik  und  Festigkeitslehre  des  Hochbaues,  einschliess- 
lich  der  Theorie  der  Beton-und  Eisenbetonkonstruktionen.  Fur  den  Schul- 
gebrauch  und  die  Baupraxis.  2  Auflage.  Mit  612  Textabbildungen  &  13 
Tafeln  und  15  TabeUen.    Leipzig,  1908.  M.5.00. 

Schonhofer.  Statische  Untersuchung  von  Bogen-und  Wolb-Tragwerken 
in  Stein,  Eisen,  Beton  oder  Eisenbeton  nach  den  Grundsatzen  der  Elastizi- 
tatstheorie  unter  Anwendung  des  Verfahrens  mit  konstanten  Bogengros- 
sen.    1908.  M.2.50. 

Schtile,  Prof.  F..  .Resultate  der  Unter suchungen  von  armiertem  Beton, 
auf  seine  Zugfestigkeit  und  auf  Biegung  unter  Beriicksichtigung  der  Vor- 
gange  beim  Entladen.    Zurich,  1906.    M.  10.00. 

Schtile.  Resultate  der  Untersuchung  von  Eisenbetonbalken  und  Ergeb- 
nisse  der  Priifung  von  Portlandzementen  und  hydraul.    Kalken.  M.7.00. 

Schuliatschenko.  Einwirkung  des  Meerwassers  auf  hydraulische  Ze- 
mente.    1903.  M.2.00. 

Schweizerischer  Ingenieur-  und  Architeken-  Verein.  Provisorische  Nor- 
men  fur  Projektierung,  Ausfiihrung  und  Kontrolle  von  Bauten  in  armier- 
tem Beton,  nebst  eincm  erlauternden  Berichte  von  Prof.  Schtile.  Zurich, 
August,  1903.  (Gratis). 

Schybilsky.  TabeUen  fur  Eisenbetonplatten.  Zusammengestellt  gemass 
den  Bestimmungen  des  Kgl.  Preuss.  Ministeriums  der  offentl.  Arbeiten 
vom  16  April,  1904.  M.1.00. 

Scriba,  E.  Moderne  Decken  und  Gewolbe.  Eine  Sammlung  muster- 
giiltiger  Ausfiihrungen.  Mit  27  Tabellen  und  mit  einem  erlauterndem 
Bericht.   1906.  M.S.oo. 

Shitkewitsch,  N.  A.  See  "Forscherarbeiten  auf  dem  Gebiete  des  Eisen- 
betons.', 

Spitzer.  Berechnung  der  Moniergewolbe.  Mit  14  Abbildungen  und  3 
Tafeln.    1896.  M.2.80. 


APPENDIX   NO.  4 


241 


Stampfbeton.  Leitsiitze  fur  die  Vorbereitung,  Ausfiihrung  und  Priifung 
von  Bauten  aus.    1905.  M.0.50. 

Stern,  0.    Das  Problem  der  Pfahlbelastung.    1908.  M.7.00. 

Thullie,  Max  R.  von.  Versuche  mit  exzentrisch  belasteten  betoneisernen 
Saulen.    Berlin,  1909.  M.6.00. 

Tolkmitt,  G.  Leitfaden  fur  das  Entwerfen  und  die  Berechnung  ge- 
wolbter  Briicken.  Zweite  Auflage  von  A.  Laskus.  Mit  37  Abbildungen. 
1902.  M.6.00. 

Tormin,  R.  Kalk,  Gips,  Zement ;  Ihre  Bedeutung  und  Anwendung  zu 
baulichen,  gewerblichcn  &  landw.  Zwecken.  4  Auflage.  Leipzig,  1905. 
M.3.00. 

Turley,  Er.  Beziehungen  zwischen  Spannungen  und  Abmessungen  von 
Eisenbetonquerschnitten.    Berlin,  1905.  M.1.00. 

Turley,  Er..  .  Anleitung  zur  stat.  Berechnung  armierter  Betonkonstruk- 
tionen  unter  Zugrundelegung  des  Systems  Hennebique.  Leipzig,  1902. 
M.i. 00. 

Turley,  Er.  Der  Eisenbeton.  Formeln,  Tabellen  &  Grundsatze  zum  Ge- 
brauch  fiir  die  Berechnung  von  Eisenbeton-Bauausfiihrungen  berechnet 
und  zusammengestellt.    Berlin,  1906.  M.2.50. 

Unger.    Entwickelung  der  Zementforschung.    1904.  M.2.00. 

Unna.  Bestimmung  rationeller  Mortelmischung,  unter  Zugrundelegung 
der  Festigkeit,  Dichtigkeit  &  Kosten  des  Mortels.    Koln,  1903.  M.2.00. 

Waldegg,  v.    Kalkbrennerei  &  Zementfabrikat.   5  Auflage.  1903.  M. 10.00. 

Waldegg,  v.    Ziegel-  und  Rohrenbrennerei.    5  Auflage.    1901.  M.20.00. 

Wayss'schen  Rohrzellen,  Die.  Die  Wayss'schen  Rohrzellen  und  ihre 
Fabrikation ;  die  Wayss'schen  Rohrzellendecken ;  Tabellen  zur  Bestim- 
mung der  Abmessungen.    1907.    Beide  Hefte,  M.4.00. 

Wayss  &  Freitag.  Der  Betonbau,  seine  Anwendung  und  Theorie.  Mit 
227  Abbildungen.    2  Auflage.    1906.  M.6.50. 

Weder,  R.  Leitfaden  des  Eisenbetonbaues.  Fiir  Baugewerk  &  Tief- 
bauschulen.    Mit  213  Textabbildungen.    1906.  M.5.00. 

Weese,  Rgbmstr.  Zahlentafeln  fiir  Platten,  Balken  und  Plattenbalken 
aus  Eisenbeton,  zusammengestellt  in  Uebereinstimmung  mit  den  minister- 
ialen  Bestimmungen  vom  24  Mai,  1907,  aus  den  Leitsatzen  des  Deutschen 
Beton-Vereins.    Teil  I  and  II.    1908.    M. 14.00. 

Weiske,  P.  Dr.  Ing.  See  "Forscherarbeiten  auf  dem  Gebiete  des  Eisen- 
betons." 

Weiske,  P.  Dr.  In^.  Die  Berechnung  der  Betoneisentrager  auf  Grund- 
lage  der  preuss.    Normen  vom  16  April,  1904.    Berlin.  M.O.60. 

Weiske,  P.  Dr.  Ing.  Die  Berechnung  von  Betoneisenbauten.  1907. 
M.1.50. 

Zement-  &  Beton-  Adressbuch  Deutschlands.  Ausgabe,  1908.  Berlin. 
M.8.00. 


242  REINFORCED  CONCRETE  IN  EUROPE 

Zimmerman.  Rechentafel  nebst  Sammlung  haufig  gebrauchter  Zahlen- 
werte.   5  Auflage.    1907.    M. 5.001 

Zipkes,  S.  Kontinuierl.  Balkenbritcken  aus  Eisenbeton  in  Theorie  & 
Ausfuhrung.    Mit  So  Abbildungen  &  2  Tafeln.    Zurich,  1907.  M.4.50. 

Zipkes,  S.    Scher-  &  Schubfestigkeit  des  Eisenbetons.  1906.  M.0.80. 

Zschokke,  B.  and  Moser,  Dr.  R.  Resultate  der  technologischen  Unter- 
suchung  der  schweizerischen  Tone.  Mitt,  der  Edig.  Materialpfgsanst. 
Zurich,  II  Heft.    Zurich,  1907. 

Zwick,  H.  Hydraulischer  Kalk  &  Portland-zement.  2  Auflage.  Mit 
50  Abbildungen.    Wicn,  1892.  M.5.30. 


Journals  or  Periodicals  Devoted  Entirely  or  Prominently  to 
Reinforced  Concrete,  Concrete  and  Cement. 

INTERNATIONAL. 

Proceedings  of  the  International  Association    for    Testing  Materials. 

Edited  by  General  Secretary,  50  Nordbahnstr.,  Vienna,  Austria.  Pub- 
lished at  irregular  intervals  in  an  English,  French  and  German  edition. 
No.  1,  May,  1908,  price  12c;  No.  2,  May,  1908,  price  12c;  No.  3,  Dec, 
1908,  24c.  Published  by  E.  &  F.  N.  Spon^  57  Haymarket,  London,  and 
123  Liberty  St.,  New  York. 

ENGLAND. 

Concrete  and  Constructional  Engineering.  A  bi-monthly  journal  for 
engineers,  architects  and  surveyors,  contractors  and  builders,  and  all 
workers  in  cement,  concrete,  reinforced  concrete,  and  constructional 
steel.  Vol.  L,  March,  1906  to  Jan.,  1907,  inclusive.  Vol.  II.,  March, 
1907,  to  Jan.,  1908,  inclusive.  Vol.  III.,  March?  1908,  to  Jan.,  1909,  in- 
clusive. Offices,  57  Moorgate  St.,  London,  E.  C.  Subscription,  £0.7/6 
per  annum,  postpaid. 

The  Concrete  Institute.  As  elsewhere  referred  to,  more  in  detail,  this 
Institute  was  formed  early  in  1908,  by  parties  interested  either  profes- 
sionally or  industrially  in  concrete  or  reinforced  concrete,  and  its  list  of 
officers  and  charter  members  is  ample  evidence  of  the  present  interest 
taken  in  England  in  reinforced  concrete  construction. 

The  Builders'  Journal  and  Architectural  Engineer.  Published  every 
Wednesday  at  Caxton  House,  Westminster,  London,  S.  W.  Subscrip- 
tion, 17/4  per  annum,  postpaid.  They  publish  every  three  weeks  supple- 
ments devoted  to  "Concrete  and  Steel"  and  to  "Fire-Resisting  Con- 
struction." 

Specification,  with  which  is  incorporated  the  municipal  engineers' 
specification  for  architects^  surveyors  and  engineers  when  specifying,  and 
for  all  interested  in  building.  Issued  annually  (No.  11,  1908-9).  Pub- 
lished by  "The  Builders'  Journal  and  Architectural  Engineer,"  Caxton 
House,  Westminster,  S.  W.  Price,  3/6d.  Special  chapter  entitled  "Con- 
cretor,"  No.  11,  1908,  pp.  175-226. 


APPENDIX   NO.  4 


243 


Bulletin  of  the  International  Railway  Congress  of  1905.  (English 
edition).  Vol.  XIX,  1905.  "On  the  question  of  concrete  and  embedded 
metal  (Subject  IV.  for  discussion  at  the  7th  session  of  the  Railway  Con- 
gress)." Report  No.  2  (all  countries  except  America  and  Russia)  by  W. 
Ast.    pp.  363-450.    Report  No.  3  (America),  J.  F.  Wallace,    pp.  451-545. 


The  Following  Journals  Frequently  Publish  Important 
Articles  on  Reinforced  Concrete  : 

Building  News.  Published  weekly  by  the  "Strand  Newspaper  Co.,  Ltd.," 
Clements  House,  Strand,  London,  W.  C.  Subscription,  £1.6/-  postpaid. 
Reinforced  concrete  occupies,  regularly,  a  considerable  space  in  their 
reading  and  advertising  columns. 

The  Builder.  A  journal  for  the  architect,  engineer^  operative  and  artist. 
(Established  in  1842).  Published  every  Friday  at  No.  4  Catherine  St., 
London,  W.  C.  Subscription  26/-  per  annum,  postpaid.  Reinforced  con- 
crete occupies,  regularly,  a  considerable  space  in  their  reading  and  ad- 
vertising columns. 

The  Engineer.  Published  weekly  at  No.  33,  Norfolk  St..  Strand.  Lon- 
don, W.  C.  (Established  in  1856).  Subscription,  £1.16/-  per  annum, 
postpaid.  (During  1907  this  leading  engineering  periodical  contained  17 
articles  on  reinforced  concrete). 

Engineering.  Published  weekly  at  No.  35-36  Bedford  St.,  Strand,  Lon- 
don, W.  C.  Subscription  £1.16/-  per  annum^  postpaid.  (During  1907,  this 
leading  engineering  periodical  contained  14  articles  on  reinforced  con- 
crete). 


Journals  Devoted  Entirely  or  Prominently  to  Cement, 
Concrete  and  Reinforced  Concrete. 

UNITED  STATES. 

Cement  and  Engineering  News.  Monthly.  Volume  for  1908  is  20.  Wil- 
liam Seafert,  publisher,  22  Fifth  Avenue,  Chicago.    Subscription,  $2.00. 

Cement  Age.  A  magazine  devoted  to  the  uses  of  cement.  Monthly. 
Volumes  for  1908  are  6  and  7.  Cement  Age  Company,  225  Fifth  Ave., 
New  York.    Subscription,  $1.50. 

Cement.  A  journal  of  advancement,  engineering,  architecture,  concrete- 
steel  construction  and  fire-proofing.  Monthly.  Volume  for  1908  is  5. 
Progress  Publishing  Company,  13  Park  Row,  New  York.  Subscription,  $1. 

Cement  Era.  Devoted  to  cement,  concrete,  and  related  machinery. 
Monthly.  Volume  for  1909  is  7.  The  Cement  Era  Pub.  Co.,  141  Fifth 
Ave.,  Chicago.    Subscription^  $1.00. 

Concrete.  Monthly.  Volume  for  1908  is  8.  Newberry  Bldg.,  Detroit, 
Mich.    Subscription,  $1.00. 


244 


REINFORCED  CONCRETE  IN  EUROPE 


Concrete  Age.  Monthly.  Volume  for  1909  is  8.  Atlanta,  Georgia.  Sub- 
scription, $1.00. 

Concrete  Engineering.  For  engineers,  architects  and  contractors. 
Monthly.  Volume  for  1909  is  4.  Caxton  Bldg.,  Cleveland,  Ohio.  Sub- 
scription, $1.00. 

Concrete  Review.  A  guide  to  the  intelligent  and  proper  use  of  concrete. 
Monthly.  Volume  for  1908  is  3.  Association  of  American  Portland  Ce- 
ment Mnfrs.,  Land  Title  Bldg.,  Phila.,  Pa.    Subscription,  $0.50. 

Proceedings  of  National  Association  of  Cement  Users.  Yearly.  Volume 
for  1908  is  4.  George  C.  Wright,  Secy.,  Harrison  Bldg.,  Phila.,  Pa. 
Subscription^  $3.00. 

Journals  Frequently  Publishing  Articles  on  Cement,  Concrete 
and  Reinforced  Concrete. 

Engineering-Contracting.  A  weekly  "Methods  and  Cost"  journal  for 
civil  engineers  and  contractors.  Volumes  for  1908  are  29  and  30.  Myron 
C.  Clark  Publishing  Company,  355  Dearborn  St.,  Chicago.  Subscription,. 
$2.00. 

Engineering  News.  A  weekly  journal  of  civil,  mechanical,  mining  and 
electrical  engineering.  Volumes  for  1908  are  59  and  60.  Engineering 
News  Publishing  Co.,  220  Broadway,  New  York.    Subscription,  $5.00. 

Engineering  Record,  Building  Record  and  Sanitary  Engineer..  Weekly. 
Volumes  for  1908  are  57  and  58.  McGraw  Publishing  Company,  239- 
West  39th  Street,  New  York.    Subscription,  $3.00. 

Manufacturers'  Record.  A  weekly  Southern  industrial  railroad  and 
financial  newspaper.  Volumes  for  1908  are  53  and  54.  Manufacturers*" 
Record  Publishing  Company,  Baltimore,  Maryland.    Subscription,  $400. 

Municipal  Engineering.  A  monthly  magazine  devoted  to  the  improve- 
ment of  cities,  concrete  construction,  paving,  sewerage,  water  works?  street 
lighting,  parks,  garbage  disposal,  bridges.  Volumes  for  1908  are  34  and 
35.  Municipal  Engineering  Company,  1  Broadway,  New  York.  Sub- 
scription, $2.00. 

Proceedings,  American  Society  for  Testing  Materials,  Affiliated  with, 
the  International  Association  for  Testing  Materials.  Yearly.  Volume  for 
1908  is  8.  Edgar  Marburg,  Secy.,  University  of  Pennsylvania,  Philadel- 
phia, Pa. 

Rock  Products.  Devoted  to  concrete  and  manufactured  building  ma- 
terials. Monthly.  Volumes  for  1908  are  7  and  8.  The  Francis  Publish- 
ing Company,  355  Dearborn  St.,  Chicago.    Subscription,  $1.00. 

Insurance  Engineering.  Volumes  for  1908  are  15  and  16.  120  Liberty 
Street,  New  York.    Subscription^  $3.00. 

The  Contractor.  Semi-monthly.  Volume  for  1908  is  10.  188  E.  Madi- 
son Street,  Chicago.    Subscription,  $1.00. 

Journals  Occasionally  Publishing  Articles  on  Cement, 
Concrete  and  Reinforced  Concrete. 

Cassier's  Magazine.    An  engineering  monthly.    Volumes  for  1908  are  33 


APPENDIX   NO.  4 


245 


and  34.  The  Cassier  Magazine  Company,  12  West  31st  Street,  New 
York.    Subscription,  $3.00. 

Electric  Railway  Journal.  A  consolidation  of  Street  Railway  Journal 
and  Electric  Railway  Review.  Weekly.  Volumes  for  1908  are  31  and  32. 
McGraw  Publishing  Company,  239  West  39th  Street,  New  York.  Subscrip- 
tion, $3.00. 

Journal  of  the  Association  of  Engineering  Societies.  Monthly.  Volumes 
for  1908  are  40  and  41.  Fred  Brooks,  Secy.,  31  Milk  Street,  Boston, 
Mass.    Subscription,  $3.00. 

Journal  of  the  Western  Society  of  Engineers.  Papers,  discussions,  ab- 
stracts, proceedings.  Bi-monthly.  Volume  for  1908  is  13.  J.  H.  Warder, 
Secy.,  1735  Monadnock  Block?  Chicago,  111.    Subscription,  $3.00. 

Proceedings  of  the  PJngineers'  Club  of  Philadelphia.  Quarterly.  Volume 
for  1908  is  25.  H.  G.  Perring,  Secy.,  1317  Spruce  Street,  Philadelphia,  Pa. 
Subscription,  $2.00. 

Railroad  Age  Gazette.  A  consolidation  of  the  Railroad  Gazette  and  the 
Railway  Age.  Weekly.  Volumes  for  1908  are  44  and  45.  83  Fulton 
Street,  New  York.    Subscription,  $5.00. 

Scientific  American.  Weekly.  Volumes  for  1908  are  98  and  99.  Munn 
&  Company,  361  Broadway,  New  York.    Subscription,  $3.00. 

The  Engineering  Digest.  Monthly.  Volume  for  1908  is  4.  The  Tech- 
nical Literature  Company,  220  Broadway,  New  York.  Subscription,  $2.00. 

The  Engineering  Magazine.  Specially  devoted  to  the  interests  of  engin- 
eers, superintendents,  and  managers.  Monthly.  Volumes  for  1908  are 
35  and  36.    140  Nassau  Street,  New  York.    Subscription,  $3.00. 

The  Iron  Age.  Weekly.  Volumes  for  1908  are  81  and  82.  David  Wil- 
liams Company,  14  Park  Place,  New  York.    Subscription,  $5.00. 

The  Municipal  Journal  and  Engineer.  Weekly.  Volume  for  1908  is  25. 
Swetland  Publishing  Company,  231  West  39th  Street,  New  York.  Sub- 
scription, $3.00. 

The  Railway  and  Engineering  Review.  Weekly.  Volume  for  1908  is  48. 
1305  Manhattan  Bldg.,  Chicago,  111.    Subscription,  $4.00. 

Transactions,  American  Society  of  Civil  Engineers.  Semi-yearly.  Vol- 
umes for  1908  are  (>o  and  61.  Charles  Warren  Hunt,  Secy.,  220  West 
57th  Street,  New  York.    Subscription,  $10.00. 

Transactions  of  the  Canadian  Society  of  Civil  Engineers.  Semi-yearly 
Volume  for  1908  is  22.  Clement  H.  McLeod,  Secy.,  413  Dorchester 
Street,  West,  Montreal,  Quebec,  Canada. 

University  of  Illino;s  Engineering  Experiment  Station  Bulletin.  Irregu- 
lar.   Bulletins  for  1908,  Nos.  21  to  26,  inclusive.    Urbana,  Illinois. 

FRANCE. 

Le  Ciment.  Son  emploi  et  ses  applications  nouvelles  en  France  et  a 
l'etranger.  Organe  officiel  de  la  Chambre  Syndicale  des  Fabricants  de 
Ciment  Portland.  Redacteur  en  Chef,  Mr.  N.  de  Tedesco,  20  rue  Turgot,  a 


246 


REINFORCED  CONCRETE  IN  EUROPE 


Paris.  (Mensuel).  Abonnements,  France,  1  an,  15  fr.  Union  postale,  20 
fr.  Tomes  I  a  XIII,  1896  a  ce  jour.  Cette  publication  est  consacree 
specialement  aux  questions  se  rapportant,  tant  a  la  fabrication  du  ciment 
qu'a  son  emploi  dans  les  constructions.  Un  compte-rendu  des  periodiques 
francais  et  etrangers.  Un  tableau  des  exportations  et  importations  de  chaux 
et  ciments ;  une  partie  bibliographique ;  des  renseignements  commerciaux ; 
avis  d'adjudications,  etc.  peuvent  etre  egalement  consultes  dans  ce 
periodique. 

Le  Beton  Arme.  Publication  specialement  destinee  a  renseigner  sur  les 
travaux  executes  par  le  systeme  Hennebique.  Renferme  neanmoins  quel- 
ques  articles  d'interet  general  se  rapportant  au  ciment  arme.  Organe  des 
agents  et  concessionnaires  du  systeme  Hennebique,  1  rue  Danton,  Paris. 
Abonnements,  France,  1  an,  20  francs,  Union  postale,  25  fr.  (mensuel). 
Tomes  I  a  XI,  1S98  a  ce  jour. 


The  Following  Journals  Frequently  Publish  Important 
Articles  on  Reinforced  Concrete. 

L 'Architecture.  Journal  hebdomadaire  de  la  Societe  Central  des  Archi- 
tectes  Francais,  51  rue  des  Ecoles,  Paris.  Abonnements,  France,  25  fr. 
Union  postale,  30  francs.  Tomes  I  a  XXI,  1888  a  ce  jour.  Renferme 
des  descriptions  de  maisons  et  immeubles  particuliers  executes  en  France. 
Une  partie  speciale  mentionne  les  differents  concours  publics  qui  sont 
ouverts  pour  des  questions  se  rapportant  a  1' architecture  et  un  supplement 
donne,  chaque  semaine,  le  cours  des  materiaux  de  construction,  tableaux  des 
prix  des  divers  materiaux,  fers,  aciers,  toles,  bois,  vitrerie,  peinture,  etc. 

Compte-Rendu  des  Seances  de  l'Academie  des  Sciences.  (Hebdoma- 
daire). Gauthier-Villars,  Editeur,  55  quai  des  Grands  Augustins,  Paris. 
Abbonnements,  France,  30  francs,  Union  postale,  44  francs.  Tomes  I  a 
CXLVI,  1835  a  ce  jour.  Compte-rendu  hebdomadaire  des  stances  redige 
par  M.  M.  les  Secretaires  perpetuels.  Ce  compte-rendu  se  compose  des 
iextraits  des  travaux  des  Membres  de  l'Academie  et  de  l'analyse  des 
memoires  ou  notes  presentes  par  des  savants  etrangers  a  l'Academie. 

Memoires  et  Compte-rendu  des  Travaux  de  la  Societe  des  Ingenieurs  Civils 
de  France.  19  rue  Blanche,  Paris.  (Mensuel).  Abonnements,  France, 
36  fr.,  etranger,  40  francs.  Tomes  I  a  LXXXIX,  1848  a  ce  jour.  Com- 
prend  les  proces-verbaux  des  seances  bi-mensuelles  de  la  Societe  et  les 
memoirs  in  extenso  des  communications  presentees  en  seance.  Une 
chronique  tres  savante  est  depuis  1880  jointe  au  Bulletin  qui  contient  en 
outre  une  partie  bibliographique. 

Revue  du  Genie  Militaire.  (Mensuelle).  Berger-Levraut,  Editeur,  5  rue 
des  Beaux-Arts,  Paris.  Abonnements,  France,  25  francs,  etranger,  27 
francs.  Tomes  I  a  XXXV,  1887  a  ce  jour.  Independamment  des  ques- 
tions militaires  qui  sont  plus  specialement  traitees  dans  cette  Revue,  il  est 
aussi  publie  des  memoires  et  articles  se  rapportant  au  Genie  Civil  en 


APPENDIX   NO.  4 


247 


general.  Les  questions  de  constructions  et  de  travaux  publics  y  ont  aussi 
leur  places.  On  trouve  en  outre  dans  cette  Revue  une  bibliographie  et  des 
documents  officiels  et  administratifs  de  T Administration  de  la  Guerre. 

Etudes  Professionelles.  (Batiment  et  travaux  publics).  (Mensuelles). 
4bis  rue  Saint-Martin,  Paris.  Abonnements,  8  francs.  Tomes  I  a  III, 
1906  a  ce  jour.  Cette  publication  traite  plus  specialement  les  questions 
economiques  et  sociales  se  rapportant  au  batiment  et  aux  travaux  publics 
en  France  at  a  l'etranger  telles  qu'ad  judications,  organisations  du  travail, 
syndicalisme,  accidents  du  travail,  retraites  ouvrieres,  etc.  Une  chronique, 
redigee  dans  le  meme  ordre  d'idees,  existe  dans  ces  etudes. 

Nouvelles  Annales  de  la  Construction.  15  rue  des  Saints-Peres.  (Men- 
suelles). Abonnements,  France,  15  fr.,  etranger,  20  francs.  Tomes  I  a 
LIV,  1855  a  ce  jour.  Fondees  en  1855  par  Oppermann,  Ingenieur  des 
Ponts  et  Chaussees  ;  Gerant  actuel,  M.  Ch.  Beranger,  Editeur,  ancien 
eleve  de  l'Ecole  Polytechique.  Renferme  principaleinent  des  articles  se 
rapportant  aux  constructions  metalliques  et  a  1' architecture  ;  publie  assez 
frequemment  des  articles  sur  le  ciment  arme.  Une  revue  technologique 
existe  dans  cette  publication  ou  se  trouvent  egalement  traitees  des  ques- 
tions, de  jurisprudence.  Un  supplement  public  sous  le  titre  "informations" 
donne  des  renseignements  interessant  les  industriels  en  general. 

Revue  Industrielle.  17  boulevard  de  la  Madeleine,  Paris.  Abonnements, 
France,  25  francs,  Union  postale,  30  francs.  Tomes  I  a  XXXIX,  1870  a 
ce  jour.  Revue  generale  avec  classement  par  nature  des  differentes  ques- 
tions interessant  le  Genie  Civil.  Un  bulletin  commercial  avec  cours  des 
differents  metaux,  une  bibliographie  et  une  liste  des  brevets  delivres  sont 
joints  a  ce  p  tm  dique. 

Annales  des  Ponts  et  Chaussees.  Chez  Bernard,  1  rue  de  Medicis.  Paris 
(partie  technique,  paraissant  tous  les  deux  mois).  Abonnements,  France 
35,  francs,  etranger,  36  francs.  175  volumes,  1831  a,  ce  jour.  Recueil  de 
memo  res  et  docu  nen  s  reln'ifs  a.  Part  des  corstructions  et  au  service  de 
l'ingenieur.  Une  partie  bibliographique  et  un  compte,  rendu  par  nature  des 
questions  traitees  dans  les  differents  periodiques  techniques  frangais  et 
retang  rs  sont  annexes  a.  ces  anuaes. 

Annales  des  Travaux  Publics  de  Belgique.  Bruxelles,  Goemaere  Editeur, 
21  rue  de  la  Limite.  Depot  pour  la  France  chez  Dunod  et  Pinat,  49 
quai  des  Grands  Augustins.  (Paraissant  tous  les  deux  mois).  Abonne- 
ments, etranger,  18  fr.  50.  66eme  annee,  1843  a  ce  jour.  Organe  official 
de  TAdministration  des  Ponts  et  Chaussees  de  Belgique,  de  la  Societe 
Beige  des  Ingenieurs  et  des  Industriels,  de  TAssociation  Internationale 
Permanente  des  Congres  de  Navigation.  Cette  publication  tres  importante 
renferme  des  memoires  techniques  sur  un  grand  nombre  de  questions 
principalement  sur  les  travaux  publics  et  les  constructions  civiles  et  publie 
en  outre,  en  les  classant  par  pays,  les  faits  interessants  qui  se  produisent 
dans  chacun  d'eux.  La  plupart  des  articles  de  cette  chronique  sont  de 
9 


248 


REINFORCED  CONCRETE  IN  EUROPE 


veritadles  memoires.  Egalement  dans  cette  publication  une  partie  re\servee 
a  la  bibliographic 

Revue  des  Materiaux  de  Construction  et  de  Travaux  Publics.  148  boule- 
vard Magenta,  Paris.  (Mensuelle).  Abonnements,  1  an,  France,  20  fr., 
etranger,  25  francs.  Tomes  I  a.  Ill,  1905  a  ce  jour.  Cette  revue  qui  e 
l'organe  officiel  du  syndicat  general  des  ceramistes  et  des  materiaux  de 
construction  traite  plus  specialement  de  la  fabrication  et  des  applications 
diverses  des  differents  materiaux  employes  dans  les  construction  de 
toutes  sortes. 

Ciment,  Chaux,  Platre.  64  rue  de  la  Chaussee  d'Antin  (bi-mensue), 
illustre).  Abonnements,  France,  10  fr.,  Union  postale,  12  francs.  (Ce  doit 
etre  la  premiere  annec). 

La  Construction  Moderne.  13  rue  Bonaparte,  Paris.  (Hebdomadaire). 
Abonnements,  France,  30  fr.,  etranger,  35  fr.  Tomes  I  a  XXIII,  1885  a 
ce  jour.  Art.  Theorie  appliquee,  pratique.  Traite  presque  exclusivement 
des  questions  d'architecture  avec  planches  detaillees  et  plans  d'ensemble, 
Temploi  du  ciment  arme  dans  l'architecture  est  assez  frequemment  traite 
dans  cette  publication. 

Journal  Technique  et  Industriel.  9  rue  Lamtte,  Paris  (bi-mensuel,  illus- 
tre). Abonnements,  France,  20  fr.,  Union  postale,  24  francs.  Tomes  I 
a  IV,  1903  a.  ce  jour.  Redige  par  un  comite  ingenieurs  et  d'ecrivians 
scientifiques,  traite  des  questions  se  rapportant  au  Genie  Civil.  Parmi 
celles  traitees  il  y  a  lieu  de  citer  les  travaux  publics,  les  constructions 
civiles,  metalliques,  Farchitecture,  etc.  Des  informations  diverses  et 
une  chronique  scientifique  sont  inserees  dans  ce  journal. 

Le  Genie  Civil.  6  Chaussee  d'Antin,  Paris  (hebdomadaire  illustre). 
Abonnements,  France,  36  francs,  etranger,  45  francs.  Tomes  I  a  LIU, 
1880  a.  ce  jour.  Revue  generate  des  industries  franchises  et  etrangeres.  Les 
questions  principales  qui  sont  traitees  sont  les  suivantes :  travaux  publics, 
agriculture,  architecture,  hygiene,  econome,  politique,  sciences,  arts,  etc. 
Un  compte-rendu  sommaire  des  seances  des  societes  savantes  et  indus- 
trielles,  ainsi  qu'une  partie  bibliographique  sont  annexes  a  ce  periodique. 

Bulletin  de  la  Societe  d^ncouragement  Pour  ^Industrie  Nationale. 
(Mensuel).  44  rue  de  Rennes,  Paris.  Abonnements,  France  et  Union 
postale,  63  francs.  Tomes  I  a  CX,  1801  a  ce  jour.  Organe  de  la  Societe 
d'Encouragement  pour  l'lndustrie  Nationale,  publie  sous  la  Direction  des 
Secretaires  de  la  Societe.  Renferme  les  proces-verbaux  des  seances  de  la 
Societe  et  les  memoires  in-extenso  publies  apres  le  rapport  des  differences 
sections  auxquelles  chacun  d'eux  se  rapporte.  Le  nombre  de  ces  comites 
est  de  6. 

GERMANY  AND  AUSTRIA-HUNGARY. 

Beton  und  Eisen.  An  International  Journal  for  Concrete  and  Rein- 
forced Concrete  construction.  Edited  by  Dr.  F.  v.  Emperger  at  Vienna 
and  published  monthly  by  Wilhelm  Ernst  &  Sohn,  90  Wilhelmstrasse, 
Berlin,  W.    Subscription,  20  marks  per  annum.    Vol.  I-VII,  1902-1908. 


APPENDIX   NO.  4 


249 


Zement  und  Beton.  An  illustrated  Journal  for  Cement  and  Concrete 
Construction.  Published  bi-monthly  at  No.  4  Dreysestrasse,  Berlin,  N.  W. 
21.    Subscription,  12  marks  per  annum.    Vol.  I-VII,  1902-1908. 

Tonindustrie  Zeitung.  Devoted  to  the  interests  of  Cement.  Concrete,  etc. 
Published  tri-weekly  by  the  Seger  &  Cremer's  Chemische  Laboratorium  fiir 
Tonindustrie  und  Tonindustrie  Zeitung  at  4  Dreysestrasse,  Berlin,  N.  W. 
21.     Subscription,  20  marks  per  annum.    Vol.  of  1908  is  No.  32. 

Beton  Zeitung.  An  Illustrated  Journal  for  the  Concrete,  Decoration 
Stone  and  Cement  Industries.  The  organ  for  the  German  Decorative  Stone 
and  Concrete  Society  inc.  (Halle  a.  S.)  Published  bi-monthly  at  Halle 
an  der  Saale.  Subscription,  14  marks  per  annum.  Vol.  for  1908  is 
No.  1. 


The  Following  Journals  Frequently  Publish  Important 
Articles  on  Reinforced  Concrete : 

Annalen  fiir  Gewetbe  und  Bauwesen.  Edited  by  E.  C.  Glaser,  civil  en- 
gineer and  patent  attorney.  Published  bi-monthly  at  80  Lindenstr.,  Berlin, 
S.  W.    Subscription,  24  marks  per  annum.    Vol.  for  1908  is  No.  62. 

Baugewerbe,  Das.  Organ  fiir  die  wirtschaftlichen  Interessen  der  Bauge- 
werbe  von  Becher.  Published  weekly  by  "Das  Baugewerbe"  G.  m.  b.  H., 
Berlin.     Subscription,  6  marks  per  annum. 

Baugewerkszeitung.  Published  at  Berlin  by  v.  Felisch.  Vol.  of  1908  is 
No.  104.     Subscription,  12  marks  per  annum. 

Bauhutte,  Deutsche.  Zeitschrift  fur  alle  Zweige  der  Baukunst.  Pub- 
lished by  C.  R.  Vincentz,  Hannover.    Volume  for  1908  is  No.  52. 

Bauindustrie  Zeitung,  Wiener.  Published  by  Volkswirtsch.  Verlag,  \. 
Dorn,  Wien.    Published  weekly.    Subscription,  28.60  marks  per  annum. 

Bauingenieur  Zeitung. ..  Published  bi-monthly  by  "Das  Baugewerbe"  G 
m.  b.  H.,  Berlin.    Subscription,  8  marks  per  annum. 

Baumaterialienmarkt.  Published  weekly  by  Richard  Mockel,  Leipzig. 
Subscription,  6  marks  per  annum. 

Baumeister,  Der.  A  monthly  journal  on  architecture  construction.  Pub- 
lished by  Die  Schriftleitung  (Der  Baumeister).  Steglifzerstr.  53,  Berlin, 
W.  35.     Subscription,  24  marks  per  annum.    Volume  for  1908  is  No.  6. 

Fur  Bauplatz  und  Werkstatt.  Mitteilungen  der  Beratungsstelle  fur 
das  Baugewerbe.  2  Hefte.  Published  by  Carl  Griininger,  Stuttgart.  Sub- 
scription, 3.50  per  annum. 

Baupolizeiliche  Mitteilungen.  Prints  the  new  rules  or  ordinances  issued 
by  the  cities  of  Germ?*.ny  in  reference  to  building  construction.  Published 
monthly  by  W.  Ernst  &  Sohn,  Berlin.  Subscription,  8  marks  per  annum. 
Vol.  i-V,  1904-1908. 

Bauzeitung,  Deutsche.  Journal  of  the  Union  of  German  Architectural 
Engineering  Societies.    Published  bi-weekly  at  105  Koniggratzerstrasse, 


250 


REINFORCED  CONCRETE  IN  EUROPE 


Berlin,  S.  W.  it.  Subscription,  24  marks  per  annum.  Volume  of  1908 
is  No.  42. 

Bauzeitung,  Siiddeutsche.  Journal  for  most  of  the  principal  architectural 
and  engineering  societies  of  South  Germany.  Published  bi-weekly  at 
Munich,  18  Paul  Heyscstrasse.  Subscription,  20  marks  per  annum.  Volume 
of  1908  is  No.  18. 

Bauzeitung  fnr  Wiirttemberg,  Baden,  Hessen,  Elsass-Lothringen. .  Wochen- 
schrift  f.  Architektnr,  Baugewerbe  and  Ingenieurwesen.  Published  by 
Deutsche  Verlagsanstalt,  Stuttgart.  Published  weekly.  Subscription, 
8  marks  per  annum. 

Berliner  Architecturwelt.  Illustrated  journal  on  the  building  art.  Pub- 
lished monthly,  by  Ernst  Wasmuth  A  .G.,  35  Markgrafenstr.,  Berlin,  W.  8. 
Subscription,  24  marks  per  annum.    Volume  for  1908  is  No.  II. 

Stahl  und  Eisen.  Zeitschrift  fiir  Verein  deutscher  Eisenhiittenleute, 
Diisseldorf. 

Zeitschrift  fiir  Das  Baugewerbe.  Journal  for  building  construction. 
Published  bi-monthly  by  Carl  Marhold,  Halle  a.  d.  Saale.  Subscription, 
10  marks  per  annum.   Volume  for  1908  is  52. 

Zeitschrift,  Bautechnische.  Published  weekly  by  G.  D.  W.  Callwey, 
Muncheh.    Edited  by  Dr.  W.  Bode.    Subscription,  9.60  marks  per  annum. 

Zeitschrift  Zivilingenieur.  Dresden. 

Zentralblatt  fiir  das  deutsche  Baugewerbe.  Published  weekly  at  Berlin, 
S.  W.  11.    Subscription,  9  marks  per  annum. 

Zentralblatt  der  Bauverwaltung.  Herausgegeben  im  Ministerium  der 
offentlichen  Arbeiten.  Published  bi-weekly  by  Wilhelm  Ernst  &  Sohn, 
Berlin,  W.  66  Wilhelmstr.  Subscription,  17.20  marks  per  annum.  Volume 
for  1908  is  No.  43,  XXVII  Jahrgang. 

Zeitschrift  fiir  Architectur  &  Ingenieurwesen.  Published  by  the  presi- 
dent of  the  Architectural  &  Engineers'  Society  of  Hannover.  Published 
in  6  parts  yearly  by  the  Society  at  Hannover.  Subscription,  22.60  marks 
per  annum.    Volume  for  1908  is  53. 

Zeitschrift  fiir  Bauwesen.  Published  by  Ministerium  der  Offentlichen 
Arbeiten.  Usually  monthly  by  Wilhelm  Ernst  &  Sohn  at  90  Wilhemstr., 
Berlin.    Subscription,  36  marks  per  annum.    Volume  of  1908  is  No,  58. 

Zeitschrift    des    Gesterreichischen    Ingenieur-  &  Architecten-  Vereins. 

Journal  of  the  Austrian  Society  of  Engineers  &  Architects.  Published 
weekly  at  I.  Eschenbachgasse,  Wien.  Subscription,  krs.  34  per  annum. 
Volume  for  1908  is  60. 

Zeitschrift  des  Vereins  Deutscher  Eisenbahnverwaltungen.    Journal  of 

the  Society  of  German  Railway  Directors.  Published  bi-weekly  at  28 
Kothenerstrasse,  Berlin,  W.  9.  Subscription,  22  marks  per  annum.  Volume 
for  1908  is  48. 


APPENDIX   NO.  4 


Zeitschrift  des  Vereins  Deutscher  Ingenieure.  Transactions  of  the  Ger- 
man Society  of  Engineers.  Published  weekly  at  43  Charlottenstrasse, 
Berlin,  N.  W.    Subscription,  40  marks  per  annum.   Volume  for  1908  is  52. 

Zentralblatt  der  Bauverwaltung.  Published  bi-weekly  by  "Ministerium 
der  Odffenlichen  Arbeiten"  by  Wilhelm  Ernst  &  Sohn  at  Wilkeltnstr. , 
Berlin.    Subscription,  23.20  marks  per  annum.   Volume  for  1908  is  No.  28. 

Bericht  iiber  die  Jahresversammlung  des  Deutchen  Beton  Vereins  (e.V.) 
Biebrich  am  Rhein. 


Journals  or  Annuals  of  Technical  Societies,  Associations  or 
Testing  Stations,  in  which  Reinforced  Concrete  is  Treated. 

GERMANY  AND  AUSTRIA-HUNGARY. 

A,llgemeine  In^enieur  Zeitung,  Organ  des  allgemeinen  Ingenieur- 
Vereins  v.  Loos.    Published  bi-monthly  by  Schumann  &  Wentzel,  Wien. 

Allegemeine  Bauzeitung.  Oesterreichische  Vierteljahresschrift  fur  den 
offentlichen  Baudienst.  Herausgegeben  vom  k.  k.  Ministerien  des  Innern, 
der  Finanzen,  etc.  72  Jahrg.  1907,  4  Hefte.  Wien,  Druckerei-  &  Verlags- 
Aktiengesellschaft  vormals  R.  v.  Waldheim.  Subscription,  20  marks  per 
annum. 

Baumaterialienkunde.  The  official  organ  of  the  International  Associa- 
tion for  Testing  Materials.  Published  bi-monthly  at  Stuttgart  by  Prof. 
Herm.  Giessler.    Vol.  1-12.    Publication  stopped  in  1907. 

Mitteilungen  aus  dem  Koniglichen  Materialpriifungsamt.  Journal  of  the 
Royal  Prussian  Commission  for  Testing  Materials.  Published  6-8  parts 
yearly  by  "der  koniglichen  Aufsichts-Commission,',  Berlin.  Subscription, 
12  marks  per  annum.    Volume  for  1908  is  26. 

Oesterreichische  Wochenschrift  fur  den  Offentlichen  Baudienst.  Amtliches 
Fachblatt  herausgeg.  v.  d.  Ministerien  des  Innern,  der  Finanzen,  Handels, 
Eisenbahn-  &  Ackerbaues.  13  Jahrg.  1907.  42  Hefte.  Wien,  Druckerei-  & 
Verlags-  Aktienges.  vorm.  R.  v.  Waldheim.  Subscription,  18  marks  per 
annum. 

Wochenschrift  des  Architekten  Vereins  zu  Berlin.  Published  weekly  by 
C.  Heymanns  Verlag,  Berlin,  W.  8.    Subscription,  8  marks  per  annum. 


Jahrliche  Ausgaben. 

Beton  Taschenbuch  for  1909,  I  &  II.  Published  by  Tonindustrie-Zeitung 
G.  m.  b.  H.,  4  Dreysestrasse,  Berlin,  N.  W.  21.    Price  complete,  M.2.00. 

Tonindustrie  Kalender  for  1909,  Parts  I,  II  &  III.  Published  by  Tonin- 
dustrie-Zeitung G.  m.  b.  H.,  4  Dreysestrasse,  Berlin,  N.  W.  21.  Price 
complete,  M.1.50. 

Beton  Kalender  for  1909.  Taschenbuch  fiir  Beton  &  Eisenbetonbau  sowie 
die  verwandten  Facher.     (Pocket  book  for  cement,  reinforced  concrete 


252 


REINFORCED  CONCRETE  IN  EUROPE 


and  the  allied  industries.  Parts  I  &  II).  Edited  by  "Beton  &  Eisen" 
with  the  assistance  of  prominent  authorities  on  these  subjects.  Published 
by  Wilhelm  Ernst  &  Sohn,  go  Wilhelmstrasse,  Berlin,  W.  66.  Price 
complete,  M.4.00. 

Oesterreichischer  Ingenieur  &  Architekten  Kalender.  Druckerei  &  Ver- 
lagsaktiengesellschaft  vorm.    R.  v.  Waldheim. 

Jahrliche  Protokolle  des  Vereins  Deutscher  Portland  zementfabrikanten, 
1881-1907.    Each,  M.3.00. 

Jahrliche  Berichte  Des  Beton  Vereins.    Each  M.3.00. 

SWITZERLAND. 

Schweizerische  Bauzeitung.  Journal  of  the  Swiss  Society  of  Engi- 
neers and  Architects.  Published  weekly.  5  Dianastr.,  Ziiridi  II.  Sub- 
scription, 25  francs  per  annum.    Volume  for  1908  is  51. 

HOLLAND  AND  DENMARK. 

De  Ingenieur  (Hague).  Tijschrift  van  het  koninklijk  Instituut  van  tn- 
genieurs,  (Hague). 

Ingenioren.  (Copenhagen). 

ITALY  AND  SPAIN. 

II  Cemento.  G.  Morbelli,  Via  Colli  19,  Turin. 
El  Cemento  Armado.  R.  M.  Unciti,  Madrid. 
El  Hormigon  Armado.    Sestao,  Bilbao. 

Annali  della  Societa  degli  ingegneri  e  degli  architetti  italiani. 
Giornale  del  Genio  Civile. 


INDEX. 


A 

Abrasion,   resistance  to    4,  10 

Accidents,   causes  of    5,  16 

Ackermann    System    119 

Adamant    System    119 

Adhesion    37: 

Aerolith    System    119 

Agencies,    foreign    of    U.  S. 

Systems    23,  35 

Aggregates,  of  concrete    77 

Allgemeiner   Ingenieur    Verein  218 

Alphabetical  List  of  Systems..  25,  119 

Ambrosius  System    119 

American    books    221 

journals    243 

periodicals    243 

Anstalt  zur  Priifung  von  Bau- 

materialien     am  Schweizer- 

ischen   Polytechnikum    219 

Applications,      of  reinforced 

concrete    1 

Architekten   Verein   Berlin....  211 

Ashes    79 

Associations,   list   of  foreign..  112-116, 

182-220 

Association       Italienne  pour 
l'Etude    des     Materiaux  de 

Construction    219 

Association    of    Portland  Ce- 
ment Mfgrs.,  Ltd   191 

Ast-Mollins    System    119 

Atmospheric     changes,  resist- 
ance   to    4,  6 

Austrian.      Associations  and 

Govt.   Testing   Stations    ....115,  218 

books    234 

cement    specifications    ....  74,  149 

contracting  engineers    ....  64 

journals    248 

periodicals    248 

reinforced  concrete  specifi- 
cations   87 

B 

Baron-L,uliung  System    119 

Bars,  deformed    37,  38 

forms   of    37 

reinforcing    37 


spacing    37 


Bayer  System    119 

Becher  System    120 

Belgium   Cement    72 

Bending  moments                          91,  103 

Beny  System    120 

Bianchi   System    120 

liibliography,   including  Books, 

Journals  and  Periodicals  117,  221-252 
Blount's      (Bertram)  Labora- 
tory   190 

Blowing  Test  of  Cement    180 

Bonding,  mechanical    37 

Bonna   System    120 

.books,  see  Bibliography 

Bordenave  System    121 

Boussiron  et  Garric  System...  121 

Bramigk  System    121 

Breeze,  coke    79 

British   System    121 

British  Engineering  Standards 
Committee  on  Cement  Speci- 
fications  190,  205 

on  Structural  Steel   190,  207 

British  Pire  Prevention  Com- 
mittee's     standards    of  fire 

resistance    7 

tests    on    reinforced  con- 
crete  190,  200 

British  Govt.  Department's 
official  endorsement  of  rein- 
forced  concrete   190,  199 

British    Local    Govt.  Board's 

Rules   190,  202 

British      Municipal  Building 

Laws   190,  205 

Bruckner  System    121 

Bruno  System    122 

Bulla   System    122 

Burstall  &  Monkhouse's  Labo- 
ratory   19^ 

c 

Cement 

Austrian   specifications    .  .  .  74,  149 

Belgium    72 

English    specifications    ...  71,  148 
Foreign  specifications,  gen- 
eral   7X>  M-8 

French    specifications    ....  72,  149 


INDEX 


254 

Cement — (continued) . 

German  specifications  ....  73,  149 
International    specifications  74,  149 

"Natural"    72 

Requirements     of  foreign 
specifications  as  to  blow- 
ing test    180 

chemical   composition    .  .  152 

compressive   strength    .  .  178 

coolness    181 

fineness    150 

distortion    in    cold  and 

hot  water    158 

mode  of  gauging   165 

neat   test    169 

sand  test    173 

setting  time    159 

soundness    or  constancy 

of  volume    156 

specific  gravity    154 

weight    155 

Russian  specifications   ....  74,  149 

Swiss  specifications    74,  149 

Cement    Users'    Testing  Asso. 

laboratory    19c 

Chain   Concrete   System    122 

Chairs,  spacing    37 

Chassin   System    122 

Chaudy   System    122 

Chemical  composition  of  ce- 
ment   15^ 

Chemisehes    L,aboratorium  fur 

Tonindustrie  Verein    214 

Chemisch-f  echnisches  Labora- 
torium      fiir  Hydraulische 

Bindniittel    214 

Chemisch-Technische  Prufung- 

stalt   214 

Chemisch-Technische    \  ersuchs- 

station    214 

Climatic    conditions,  resistance 

to    6 

Clips   37 

Coal,  slack   79 

Coignet   System   123 

Coke  breeze    79 

Commission  des  Methods 
d'Essai  des  Materiaux  de 
Construction   207,  209 

Commission  du  Ciment  Arme..207,  208 
Commissions,   international    ..  112-116, 

182-220 

Committees,  list  of  foreign   ...11 2- 11 6, 

182-220 

Compressive  strength  oi  ce- 
ment  178 


i  Concrete 

Coefficient  of  expansion  of  8 
foreign  specifications,  gen- 
eral   76 

Requirements     of  foreign 
specifications    as    to  ag- 
gregates   77 

mixing    83 

placing    84 

proportions    of    the  in- 
gredients   So 

sand    77 

water    79 

Concrete    Institute     of  threat 

Britain   190,  198 

Congres       International  des 
Methodes    d'Essai    des  Ma- 
teriaux de   Construction    ...  182 
Congresses,  list  of  foreign   ..  112-116, 

182-220 

Considere    System    123 

Constancy    of    volume   of  ce- 
ment   156 

Coolness  of  Cement    181 

Corradini  System   123 

Corros'on,     resistance     ot  em- 
bedded steel  to    4,  T2 

Cost  of  erection  in  reinforced 

concrete    2 

Cottancin    System    124 

Coularou    System   124 

Cracoacu  System    124 

Cruciform  System    124 

Cubitt  &  Co.'s  (Wm.)  Labora- 
tory   191 

Custodis  System   125 

Czarnikow    System    125 

D 

Danish,    Societies   and  Testing 

Stations   116,  219 

Journals    252 

Dawnay  System    125 

Deformed    bars    37,  38 

Degon   System    125 

Demay  System    125 

Design,    when    defective  may 

cause  failure    18 

Deumling   System    126 

j      Deutscher      Architekten  und 

lngenieur  Verein    211 

Deutscher  Beton  Verein  E.  V.  211 
Deutscher  Beton  Verein  in  ver- 
bindung  mit  dem  Deutschen 
Architekten    und  lngenieur 
Verein    211 


INDEX 


255 


Deutscher  Verein  fiir  Ton-, 
Zement  und  Kalkindustrie  E. 

V   210 

Dietrichkeit  System  . .   126 

Distortion   of  cement   in  cold 

and  hot  water    158 

Donath    System    126 

Doucas  System    126 

Dumas    System    126 

Dunn,  Win.,  see  Marsh  &  Dunn 

Dutch  Systems    23,  33 

Societies       and  Testing 

Stations   116,  219 

Journals    252 

E 

Earle,  Etd.'s  (G.  &  F.)  Labo- 
ratory   19  * 

Earthquakes,  resistance  to  ...  .      5,  11 

Ebert  System    126 

Economies,  of  reinforced  con- 
crete construction    2,  3 

Eggert    System    127 

Eiaenossenschaftliche  Materi- 
al priifungsanstalt  am 
Schweizerischen  Polytechni- 

kum    219 

Ellis    System    127 

Endurance  of  reinforced  con- 
crete   4 

English 

books    221 

cement  specifications  ....  71,  148 
committees      and  official 

Depts  113,  189 

foreign   systems    used  in 

England    25 

journals    242 

reinforced    concrete  speci- 
fications   86 

systems    22,  25 

Erection    of     reinforced  con- 
crete   88,  91 

F 

Faija  &  Co.'s  (Henry)  Labo- 
ratory   19 1 

Failures,  causes  of   5,  16,  17,  ->.o 

occur  during  construction  17 
not    caused    'by  inherent 

weakness    17 

due  to  careless,  welding. .  19 
"    "    careless  workman- 
ship   19 

"    "    defective    designs.  18 
"    "    inequality     of  in- 
gredients   18 


Failures — (continued). 

due   to   poor     timber  in 

false  work    19 

'*    "    too    early  applica- 
tion of  test  load  19 
"    use    of    sea  water  19 
"    "    use    of  unsuitable 

material    18 

False  work    90,  97 

Fichtner    System    127 

Fineness  of  cement    150 

Finish      of     reinforced  con- 
crete constructions    89,  96 

Fire    Offices      Committee  of 

Eondon   190,  202 

Fire  Proof,  defunction  ot   .  .  .  7 

Fire,   precautions  against    ....  88,  94 

resistance  to    4,  7 

resistance,    standards   of .  .  7 
resistance,  recommenda- 
tions   of      Milan  Con- 
gress   8 

resistance,  recommenda- 
tions of  Joint  Commit- 
tee   9 

*'Flusseisen"    62 

"Flussstahl"    62 

Franke  System   127 

Fraulob  System   •  128 

French  books    228 

cement  specifications  ...  72,  149 
commissions    and  testing 

laboratories    H4>  207 

consulting  engineers    56 

contractors    56 

journals    245 

reinforced  concrete  speci- 
fications   86 

steel  companies    58 

systems    22,  30 

G 

Gabellini  System    128 

Gasterstadt  System    128 

Gauging,   mode  of  for  cement  165 
German    Commission    on  rein- 
forced    concrete  appointed 
by  the  Prussian  Ministry  of 

Public  Works    213 

German 

Associations    H4»  210 

books   234 

cement   specifications    73 .  J49 

constructors   •  62 

journals   •   248 

reinforced  concrete  speci- 
fications   87 


256 

German — (continued) . 

steel  specifications    60 

Systems    22,  27 

Testing  Stations   114,  210 

Grenoble,    water    pipes,  resis- 
tance to  corrosion    16 

Grossherzogliche      chem  1  s  c  h- 

Technische  Prufungsanstak.  213 
Guillement   System    128 

H 

Haberstroh,   H.,  opinion  as  to 

steel    fa 

Habrich  System    128 

Harel  de  le  Noe  System    128 

Helm   System    128 

Hennebique  System    128 

Herbst  System    123 

Herzogliche   Technische  Hoch- 

schule    213 

Ilodkin-Jones  System    129 

Holland,    see    Dutch  System, 
Societies,  etc. 

Holzer  System    130 

Homan   System    130 

Hugnet  system    130 

Hungarian 

consulting     and  contract- 
ing engineers    65 

societies    and    testing  sta- 
tions  116,  219 

Sy stems    23,  32 

Hungarian    Society    of  Engi- 
neers and  Architects    219 

1 

Improved  Construction  System  130 
Ingredients,  inequality  in  may 

cause    failures    18 

of  concrete    80 

Institutions,   list  of  foreign..  112-116, 

182-200 

Institution  of  Civil  Engineers.  190,  199 
International,    Asso.    for  Test- 
ing Materials   182,  183 

cement  specifications    74,  149 

commissions   113,  182 

commission  on  cement  ...182,  183 
commission    on  reinforced 

concrete   182,  185 

Congresses    of  Architects 

of  1906  and  1908   182,  195 

Fire   Service   Congress  of 

1906   182,  189 

Fire   Service    Congress  of 

1906  recommendations  of  8 
Railway  Congress  of  1905.182,  195 


International — (continued). 

reinforced  concrete  specifi- 
cations   87 

Iron,  wrought,  use  of    46 

Italian 

consulting     and  contract- 
ing engineers    70 

journals    252 

Societies  and  Testing  Sta- 
tions  116.  219 

Systems    23,  33 

J 

Janesch,    R.,     opinion     of  on 

form  of  bars    41 

Johnson's  Wire  Lattice  Sys- 
tem   130 

Joint  Committee  on  Reinforced 

Concrete   9,  189.  191 

Journals,  see  Bibliography. 

K 

Kemnitz  System    130 

Kersten,   C,   opinion  of  as  to 

steel    Gi 

Kiefer   System    131 

Kingston  (Jamaica)  Earth- 
quake   to 

Kirkaldy  Testing  and  Experi- 
menting  Works    19-j 

Kisse   System    131 

Klein   System    131 

Kleine  System    131 

Klett   System    131 

Knauer   System    132 

Koenen   System    132 

Kohlmetz    System    132 

Kohlmorgan,     opinion     of  on 

form   of  bars    41 

Koniglich  Sachsische  Tech- 
nische Hochschule    212 

Koniglich  Technische  Hoch- 
schule   212 

Konigliches  Material-Prufungs- 
amt    der     Koniglich  Tech- 

nischen  Hochschule    212 

Kossalka   System    132 

Kosten  System                          .  132 

Kovacs  &  Reszo  System    132 

Krauss  System    133 

Kuhlmeyer   System    133 

L 

Laboratoire    de    Le  Champre- 

don    208 

Laboratoire    du  Conservative 

National  des  Arts  et  Metiers  208 


INDEX 


INDEX 


257 


Laboratoire    de     l'Ecole  des 

Ponts  et  Chaussees    207 

Laboratoire  d'Etudes  et  d'Es- 
sais  des  Materiaux  de  Con- 
struction   220 

Laboratoire      des      Ponts  et 

Chaussees    208 

Laboratoire    Municipale  d'Es- 

sais  des  Materiaux    208 

Laboratorium  fur  aile  Chem- 
ischen  und  Technischen  Un- 
tersuchungen    von  Hydrau- 

lischen  Bindemitteln    214 

Laboratorium  des  Vereins 
Deutscher  Portland-Zement 

Frabrikanten    214 

Lang  System    133 

Lanzoni    System    133 

Lefort   System    133 

Leschinsky    System    133 

Lilienthal   System    134 

Lindsay    System    134 

Loads    91,  101 

Loads,    dead    91 

Locher    System    134 

Lolat    System    134 

Luipold    System    135 

Lund   System    135 

M 

Maciachini    System    135 

deMan    System    135 

Manke    System    135 

Mannstaedt    System   .  136 

Marsh,   Chas.  F. 

opinion       on  mechanical 
bonding    and    forms  of 

bars    39,  5* 

opinion  as  to  steel  used.  .  49 
Marsh    and    Dunn,  "Reinforc- 
ed Concrete"  and  "Manual," 
quotations   in    reference  to 

cement   specifications    72 

corrosion    13 

ingredients    82 

mixing    84 

reinforced    concrete  speci- 
fications. .92,  95,  96,  97, 

 98,    102,    103,    106,    108,  no 

Material-priifungsanstalt  der 
Koniglich  Technischen  rioch- 

schule    212 

Materials,    use    of  unsuitable, 

may  cause  failure    18 

Matrai  System    136 

Mechanical    bonding    37 


Mechanische  Versuchsanstalt 
der    Kaiserlich  Koniglichen 

Technischen  Hochschule  ...  218 
Meik,    C.    S.,     discussion  on 

corrosion    15 

opinion    on    form    01  bars  40 

Melan  System    136 

Melankovitch    System    136 

Metal  Ladder  Tape  System  .  .  136 
Metal  used 

American    practice    43 

in  Austria    63 

in   England    47 

foreign  practice,   general..  44 
foreign   specifications,  rec- 
ommendations  and  opin- 
ions   43 

in  France    54 

in  Germany    50 

in    Hungary    65 

importance  of    45 

International  recommen- 
dations   47 

in   Italy    69 

in   Switzerland    67 

Ministere  des  Travaux  pub- 
lics, Direction  de  la  Navi- 
gation  207.  210 

Mixing  of   Concrete    83 

Mollaret  et  Cuynat  System   ..  137 

Moller    System    136 

Monier  System    137 

M tiller  System    137 

de  Muralt   System    138 

N 

Natural  Cement    72 

National    Physical  Laboratory 

experiments  on  corrosion   .  .  15 

Neat  test  of  cement    169 

Neville   System    138 

Nivet  System    *38 

o 

Odorico  System    138 

Oesterreicher     Tngenieur  und 

Architekten  Verein    218 

Oesterreichischer  Beton  Han- 
dels- Yerein    219 

Opelt  and  Hennersdorf  System  138 

P 

Patentability  of   Systems    24 

Parmley    System    138 

Parin  de  Lafarge  System  ....  138 

Perfector    System    139 

Periodicals,    see  Bibliography 


INDEX 


Perrand    System    139 

Physical  properties  of  steel, 
see  "Steel"  and  "Metal" 

Picq    System   139 

Piketty  System    139 

Pinkemeyer   System    139 

Pipes     at     Grenoble,  France, 

resistance  to  corrosion    16 

Placing   of   concrete    84 

Pohlmann  System    140 

Portland  Cement,  see  Cement 

Portland  Cement,  Bogus    72 

Potsch   System    139 

Potter   System    14" 

Pratt   System   140 

Proefstation  voor  Bouwmate- 
rialien  en  Bureau  voor 
Chemisch  Onderzoek  Koning 

Bienfait   220 

Priifungsanstalt  fur  Bauma- 
terialien  an  der  Konigl-Bau- 

gewerkschule    213 

Priifungsanstalt     fur  Bauma- 
terialien     der  Konigl-Tech- 
nischen  Hochschule    .......  220 

Priifungsanstalt  fur  Bauma- 
terialien  an  der  Stadtgewer- 

beschule    218 

Priifungsanstalt  fur  Bauma- 
terialien  an  der  Technischen 
Staatslehranstalten    213 

R 

Rabbitz   System    141 

Ramisch    System    141 

Regulations,  general  for  rein- 
forced concrete  construc- 
tion   91,  no 

Reinforced  Concrete 

Austrian  specifications   ...  87 
English    specifications    ...  86 
Foreign  specifications  (gen- 
eral)   86 

French  specifications    86 

German  specifications   ....  87 

International    specifications  87 

Swiss    specifications    87 

Requirements  of  foreign 
specifications  as  to  al- 
lowable working  stress.  .  91,  105 

bending   moments    91,  103 

erection    88,  91 

false  work                      .  90,  97 

general  regulations    ....  91,  no 

loading   91,  101 

precautions    against    fire  88,  94 

rules    for    calculation...  91,  108 


Reinforced  Concrete — (continued). 


striking  centers    90,  98 

surface  finish    89,  96 

testing    90,  95 

water  proofing    89,  95 

Reinforcing  bars    37 

Resistance    of   reinforced  con- 
crete      construction  to 

abrasion   4,  ip 

atmospheric  changes    4,  6 

corrosion    4,  12 

earthquakes    4,  n 

fire    4,  7 

sea    water    4,  10 

shock   4,  n 

vibration    4,  10 

Ribera  System    141 

Ridley-Cammell    System    141 

Rossi  System    141 

Royal  Inst,  of  British  Archi- 
tects, Secy's  letter  on  cor- 
rosion   12 

Rules  for  calculation   ........  91,  108 

Russian    Cement    Specifications  74,  149 

s 

Sachse  System    142 

Sand  for  concrete    77 

Sand  test  of  cement    173 

Sanders    System    142 

San  Francisco  earthquake  ....  11 

Schliiter   System    142 

Schnell   System    142 

Schule,    F.,   opinion   on   forms  . 

of    bars    42 

information    as    to  steel 

used    68 

Schweizerischer    Ingenieur-  und 

Architekten  Verein   219 

Schweitzer   System    142 

Sea  Water,  resistance  to   ....  4,  10 
use    of   in     mixing  may 

cause  failure   19 

Setting  Time  of  Cement    159 

Shear,    horizontal    37 

"Shingle"    defined    7$ 

Shock,  resistance  to    5,  n 

Siegwart  System    142 

Skeleton   System    142 

Slack,    coal    79 

Slag    79 

Smidth  &  Co.'s  (F.  L.)  Tech. 

Bureau    .   220 

Sohnius    System    142 

Somerville    System   143 

Soundness     or     Constancy  of 

Volume   156 


INDEX 


259 


Spacing    Bars    37 

Spacing    Chairs    37 

Spanish  journals    252 

societies    and    testing  sta- 
tions  116,  219 

Special    Commission    on  Con- 
crete Aggregates   190,  193 

Specific  Gravity  of  Cement  ..  154 
specifications,      see  Cement, 
Concrete,    Reinforced  Con- 
crete, Steel 
Stadiische    Material  Prufungs- 

station    21S 

"Stahl"    62 

Stanger's    (Harry)    Laboratory  -191 

Stapf  System    143 

Steel 

amount  of  protection  neces- 
sary to   resist  fire    .....      8,  9 
coefficient  of  expansion   . .  8 
effect    of    fire    on  unpro- 
tected steel    8 

for  reinforcement 

American  practice    43 

used  in  Austria    63 

used  in  England    47 

foreign  practice,   general  44. 

used   in    France    54 

used  in  Germany    59 

used  in   Hungary    65 

Int^rnali^nal  recommen- 

datiors    47 

used  in  Italy    69 

used  in  Switzerland   ...  67 
res:stance       to  corrosion 

when  embedded    4,  12 

Stirrups    37 

Stolte  System    143 

Scraps    37 

Strauss  &  Ruff  System    143 

Stresses,  allowable  working   . .  91,  105 

Striking  centers,   of   falsework  90,  98 
Surface  finish     of  reinforced 

concrete    89,  96 

Swiss 

books    234 

ee-nent  specifications    74,  149 

consulting     and  contract- 
ing engineers    68 

journals    252 

reinforced    concrete  speci- 
fications   87 

societies  and  federal  test- 

:n<?  stations   115,  219 

Systems    2C>  32  ' 


Systems 

alphabetical   list  of    25,  119 

Austrian    23,  31 

discussion  of  by  countries 

in  which  they  originated  24 

Dutch    23,  33 

English    22,  25 

Foreign       Agencies  of 

American    23,  35 

Foreign   22,  24 

French    22,  30 

German    22,  27 

Hungarian    23,  32 

Italian    23,  32 

Other    Continental  Coun- 
tries   23,  33 

of  doubtful  origin    23,  34 

patentability  of    24 

Swiss    23,  32 

T 

Tensile  Strength  of  Cement, 
see  Neat  Test  and  Sana  Test 

Tensile  Strength  of  Steel,  see 
Steel 

Test  Eoad,  too  early  applica- 
tion of  test  load  may  cause 
failures    19 

Testing      Stations,      list  01 

Foreign   112-116,  182-220 

Testing  of  Reinforced  Con- 
crete  •   90,  99 

Thompson,  J.  Hanny,  discus- 
sion on  corrosion    14 

Thurl  System    143 

Timber,  use  of  poor  timber  in 
false  work  may  cause 
failures    19 


u 


U.  K.  System 


144 


V 


de  Valliere   System    144 

Verband  der    Massivbau-  und 

Deckenindustrie    212 

Verein  Deutscher  Eisenhutten- 

leute    211 

Verein  Deutscher  Ingenieure.  .  211 
Verein  Deutscher  Portland  Ze- 

ment  FaDrikanten,  E.  V.  .  .  211 
Versuchsanstalt   fur   Bau-  und 

Maschinenmaterial  des  K.  K. 

Technischen  Gewerbe-Mu- 

seums    219 

Vibration,  resistance  to    4,  10 

Viennot  System    144 

Vis:ntini  ,  System  !  .'         .t  ...»...».  ,  ,  ,  ,  5443 


20O 


INDEX 


W 

Walser-Gerard  System    144 

Water  Pipes  at  Grenoble, 
France,  resistance  to  cor- 
rosion   16 

Water-proofing    of  Reinforced 

Concrete    89,  95 

Water  used  in  mixing  Concrete  79 

Wayss  System    145 

Weight  of  Cement    155 

Welding,  careless  welding  may 

cause    Failures    19 

Wells    System    145 

Weyhe  System   145 


Wilkinson  System    145 

Williams  System    146 

Wissel    System    146 

Wolle  System    146 

Working   Stresses,    allowable..  91,  105 
Workmanship,    careless  work- 
manship may  cause  Failures  T9 

Wrought  Iron,  use  of   46 

Wunsch  System    140 

z 

Ziegler  System    146 

Zimmer  System    147 

Zollner   System    147 


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